HomeMy WebLinkAboutTRUSS CONSTRUCTION SET - 23-00170 - Rexburg 10th Ward LDS MeetinghouseF02 (6)
F0
1
F0
1
13'- 0"
11
'
-
0
"
General Notes:
1. TCLL-TCDL-BCLL-BCDL: 25-10-0-10 (UNO).
2. Roof Slope: 5/12, Heel: 0-7-8, Tails: 2x4 (TYP).
3. 24" o.c. spacing (UNO).
4. Dimensions to outside of framing (UNO).
5. Trusses may be shifted in field as req'd
without exceeding max tributary area.
Storage Bldg.
5
5
P.O. Box 5787
17900 SE Wallace Rd
Dayton, OR 97114
Tel: (503) 581-8787
Fax: (503) 399-8787
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Project Number:
2305309HWC
Customer:
Headwaters Constructi...
Designer:
Michael Jackson
Salesperson ID:
Yash Sakharkar
Revision 1:
Date:
07 / 11 / 23
THIS IS A TRUSS PLACEMENT DIAGRAM ONLY
These trusses are designed as individual building components to be incorporated into the building design at the specification of the building
designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for
temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the entire truss support structure
including, but not limited to headers, beams, walls, and columns is the responsibility of the building designer. For general guidance
regarding bracing, consult ''Bracing of wood trusses'' available from the Truss Plate Institute, 218 N. Lee Street, Ste. 312, Alexandria, VA 22314.
B06 (11)
B06 (12)
BK4 (54)BK4 (17)BK4 (8)BK4 (14)
BK4 (54)BK4 (42)
BK
1
(
1
4
)
BK
1
(
2
1
)
BK
1
(
1
4
)
BK1 (18)BK1 (32)BK1 (8)BK1 (14)BK1 (18)
BK1 (53)BK1 (16)BK1 (5)BK1 (18)
E01 (66)E01 (45)
PB1 (61)PB1 (44)
D02 (2)
D02 (2)
B02 (7)B02 (8)
B02 (7)B02 (7)
A0
1
(
1
8
)
A0
2
(
2
)
A0
2
(
2
)
B05 (2)
B05 (2)
B04 (40)
B04 (35)B04 (5)
B01 (19)B01 (14)B01 (6)
B01 (25)B01 (7)B01 (6)
C0
3
(
8
)
C0
3
(
8
)
C0
2
(
2
)
C0
2
(
2
)
GD
R
3
GD
R
3
GD
R
2
C01
4'- 0"
4'- 0"
GD
R
4
D0
1
D0
2
GD
R
5
D0
1
D0
2GDR6J26
J25
J24
J23
J22
J21
J20
J12
J11
J10
J09
J08
J07
J06
J05
J04
J03
J02
J01
J0
2
J0
1
J1
2
J1
1
J1
0
J0
9
J0
8
J0
7
J0
6
J0
5
J0
4
J0
3
J1
3
J1
4
J1
5
J1
6
J1
7
J1
8
J1
9
GD
R
7
J03
J02
J0
1GDR6J26
J25
J24
J23
J22
J21
J20
J12
J11
J10
J09
J08
J07
J06
J05
J04
J01
J0
2
J1
2
J1
1
J1
0
J0
9
J0
8
J0
7
J0
6
J0
5
J0
4
J0
3
J1
3
J1
4
GD
R
7
J1
5
J1
6
J1
7
J1
8
J1
9
4'- 0"4'- 0"
D0
1
D
0
1
1'
-
9
1
/
4
"
1'- 9 1/4"
24
"
o
.
c
.
24" o.c.
1'
-
9
1
/
4
"
1'- 9 1/4"
24
"
o
.
c
.
24" o.c.
C01
BK2
BK2
BK3 BK4
BK3 BK4
E0
2
P
B
2
38'- 8 3/4"24" o.c.
PB
3
PB
3
4'- 4"
2'- 0 3/4"2'- 0 3/4"
27'- 10"12'- 2"51'- 9 1/2"12'- 2"60'- 11 5/8"30'- 10"55'- 1 1/8"
3'
-
0
7
/
1
6
"
2'
-
6
1
/
2
"
PB
4
55'- 5"30'- 10"74'- 1 1/4"12'- 2"27'- 10"12'- 2"38'- 4"
26
'
-
6
"
15
'
-
8
"
6'
-
4
"
24
'
-
8
"
6'
-
4
"
15
'
-
8
"
26
'
-
6
"
26
'
-
6
"
15
'
-
8
"
37
'
-
4
"
15
'
-
8
"
26
'
-
6
"
43
'
-
4
"
General Notes:
1. TCLL-TCDL-BCLL-BCDL: 25-10-0-10 (UNO).
2. Roof Slope: 4.5/12, Heel: 1-8-13, Tails: 2x6 (TYP).
3. 24" o.c. spacing (UNO).
4. Dimensions to outside of framing (UNO).
5. Trusses may be shifted in field as req'd
without exceeding max tributary area.
GDR1
6'
-
0
"
24
"
o
.
c
.
GDR1
6'
-
0
"
Use Truss TR9 for perlin framing.
Cut truss as required in field.
Fasteners
Key Model Qty Top Face Supported
A MUS26 3 6-10d 6-10d
B SUL26 12
C SUR26 12
D THA29 7 4-10d 6-10d 4-10d
E THASL29 10
F THASR29 10
A
A
D
D
D
A
D
D
D
C
C
C
C
C
C
C
C
C
C
C
C
B
B
B
B
B
B
B
B
B
B
B
B
F
F
F
F
F
F
E
E
E
E
E
E
F
F
E
E
F
F
E
E
D
4.5
4.5
4.
5
4.
5
0
4.
5
4.
5
4
4.
5
4.
5
4.
5
4.
5
4.5
4.5
4.5
4.
5
4.
5
4.5
4.5
4.5
4.
5
4.
5
4.5
4.5
4.5
4.5
4.
5
4.
5
2.5
2.5
0
P.O. Box 5787
17900 SE Wallace Rd
Dayton, OR 97114
Tel: (503) 581-8787
Fax: (503) 399-8787
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Project Number:
2305309HWC
Customer:
Headwaters Construction Co
Designer:
Michael Jackson
Salesperson ID:
Yash Sakharkar
Revision 1:
Date:
08 / 29 / 23
THIS IS A TRUSS PLACEMENT DIAGRAM ONLY
These trusses are designed as individual building components to be incorporated into the building design at the specification of the building
designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for
temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the entire truss support structure
including, but not limited to headers, beams, walls, and columns is the responsibility of the building designer. For general guidance
regarding bracing, consult ''Bracing of wood trusses'' available from the Truss Plate Institute, 218 N. Lee Street, Ste. 312, Alexandria, VA 22314.
Prepared for:
Job:
Date:
Ref. Number:
Oregon Truss
2305309HWC - Rexburg 10-Ward LDS Chapel
8/7/2023 11:39 AM
199573
COMPONENT DESIGN DRAWINGS & DETAILS
Simpson Strong-Tie
Company, Inc.
5956 W. Las Positas Blvd.
Pleasanton, CA 94588
(800) 999-5099
www.strongtie.com
Notes:
1. The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the
Construction Documents, as communicated by the Component Manufacturer.
2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components
to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design,
Refer to all notes on the individual component design drawings.
58 Component Design Drawing(s):
1 1-A01: SID 2341917 16-D02: SID 2341932 31-J04: SID 2341947 46-J19: SID 2341962
2 2-A02: SID 2341918 17-E01: SID 2341933 32-J05: SID 2341948 47-J20: SID 2341963
3 3-B01: SID 2341919 18-E02: SID 2341934 33-J06: SID 2341949 48-J21: SID 2341964
4 4-B02: SID 2341920 19-F01: SID 2341935 34-J07: SID 2341950 49-J22: SID 2341965
5 5-B04: SID 2341921 20-F02: SID 2341936 35-J08: SID 2341951 50-J23: SID 2341966
6 6-B05: SID 2341922 21-GDR1: SID 2341937 36-J09: SID 2341952 51-J24: SID 2341967
7 7-B06: SID 2341923 22-GDR2: SID 2341938 37-J10: SID 2341953 52-J25: SID 2341968
8 8-BK1: SID 2341924 23-GDR3: SID 2341939 38-J11: SID 2341954 53-J26: SID 2341969
9 9-BK2: SID 2341925 24-GDR4: SID 2341940 39-J12: SID 2341955 54-PB1: SID 2341970
10 10-BK3: SID 2341926 25-GDR5: SID 2341941 40-J13: SID 2341956 55-PB2: SID 2341971
11 11-BK4: SID 2341927 26-GDR6: SID 2341942 41-J14: SID 2341957 56-PB3: SID 2341972
12 12-C01: SID 2341928 27-GDR7: SID 2341943 42-J15: SID 2341958 57-PB4: SID 2341973
13 13-C02: SID 2341929 28-J01: SID 2341944 43-J16: SID 2341959 58-TR 9: SID 2341974
14 14-C03: SID 2341930 29-J02: SID 2341945 44-J17: SID 2341960
15 15-D01: SID 2341931 30-J03: SID 2341946 45-J18: SID 2341961
General Notes
1. Each Truss Design Drawing (TDD) provided with this sheet has been
prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the
responsibilities of all parties involved, which include but are not limited to the
responsibilities listed on this sheet, and for the definitions of all capitalized
terms referenced in this document.
2. TDDs should not be assumed to be to scale.
3. The Contractor and Building Designer shall review and approve the
Truss Submittal Package.
4. The suitability and use of the component depicted on the TDD for any
particular building design is the responsibility of the Building Designer.
5. The Building Designer is responsible for the anchorage of the truss at all
bearing locations as required to resist uplift, gravity and lateral loads, and for all
Truss-to-Structural Element connections except Truss-to-Truss connections.
6. The Building Designer shall ensure that the supporting structure can
accommodate the vertical and/or horizontal truss deflections.
7. Unless specifically stated otherwise, each Design assumes trusses will
be adequately protected from the environment and will not be used in
corrosive environments unless protected using an approved method. This
includes not being used in locations where the sustained temperature is
greater than 150°F.
8. Trusses are designed to carry loads within their plane. Any out-of-
plane loads must be resisted by the Permanent Building Stability Bracing.
9. Design dead loads must account for all materials, including self-weight.
The TDD notes will indicate the min. pitch above which the dead loads are
automatically increased for pitch effects.
10. Trusses installed with roof slopes less than 0.25/12 may experience
(but are not designed for) ponding. The Building Designer must ensure that
adequate drainage is provided to prevent ponding.
11. Camber is a non-structural consideration and is the responsibility of truss
fabricator.
Handling, Installing, Restraint & Bracing
1. The Contractor is responsible for the proper handling, erection, restraint
and bracing of the Trusses. In lieu of job-specific details, refer to BCSI.
2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the
Owner shall contract with any Registered Design Professional for the design
and inspection of the temporary and permanent truss restraint and bracing.
Simpson Strong-Tie is not responsible for providing these services.
3. Trusses require permanent lateral restraint to be applied to chords and
certain web members (when indicated) at the locations or intervals indicated on
the TDD. Web restraints are to be located at mid points, or third points of the
member and chord purlins are not to exceed the spacing specified by the TDD.
Chords shown without bracing indicated are assumed to be continuously
braced by sheathing or drywall. Permanent lateral restraint shall be
accomplished in accordance with: standard industry lateral restraint/bracing
details in BCSI-B3 or BCSI-B7, supplemental bracing details referenced on the
TDD, or as specified in a project-specific truss permanent bracing plan provided
by the Building Designer.
4. Additional building stability permanent bracing shall be installed as
specified in the Construction Documents.
5. Special end wall bracing design considerations may be required if a flat
gable end frame is used with adjacent trusses that have sloped bottom
chords (see BCSI-B3).
6. Do not cut, drill, trim, or otherwise alter truss members or plates without
prior written approval of an engineer, unless specifically noted on the TDD.
7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise
specified in the Construction Documents.
8. For floor trusses, when specified, Strongbacking shall be installed per
BCSI-B7 unless otherwise specified in the Construction Documents.
9. For IBC 2021 and newer, truss chords without a diaphragm require a project
specific bracing design prepared by a registered design professional.
Symbols and Nomenclature
5x7 Plate size; the first digit is the plate width (perp. to the slots)
and the second digit is the plate length (parallel to the slots).
5x7-18 -18, -18S5, or -18S6 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
the plate length (and tooth slots) for square and nearly square
plates.
10-3-14 Dimensions are shown in feet-inches-sixteenths (for this
example, the dimension is 10'-3 14/16").
Joints are numbered left to right, first along the top chord and
then along the bottom chord. Mid-panel splice joint numbers
are not shown on the drawing. Members are identified using
their end joint numbers (e.g., TC 2-3).
When this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full bearing. Minimum required
bearing width for the given reactions are reported on the TDD.
Required bearing widths are based on the truss material and
indicated PSI of the support material. The Building Designer is
responsible for verifying that the capacity of the support
material exceeds the indicated PSI, and for all other bearing
design considerations.
Truss-to-Truss or Truss-to-Structural Element connection,
which require a hanger or other structural connection (e.g.,
toe-nail) that has adequate capacity to resist the maximum
reactions specified in the Reaction Summary. Structural
connection type is not limited by type shown on TDD. Toe-
nails may be used where hanger type shown where allowed by
detail or other connection design information. Design of the
Structural Element and the connection of the Truss to a
Structural Element is by others.
Note: These symbols are for graphical interpretation only; they are not
intended to give any indication of the geometry requirements of the
actual item that is represented.
Materials and Fabrication
1. Design assumes truss is manufactured in accordance with the
TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more
restrictive criteria are part of the contract specifications.
2. Unless specifically stated, lumber shall not exceed 19%
moisture content at time of fabrication or in service.
3. Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
4. Plate type, size, orientation and location indicated are based on
the specified design parameters. Larger plate sizes may be
substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall
be embedded within ANSI/TPI 1 tolerances on both faces of the truss
at each joint, unless noted otherwise.
5. Truss plates shall be centered on the joint unless otherwise
specified.
Referenced Standards
ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood
Truss Construction, a Truss Plate Institute publication (www.tpinst.org).
BCSI: Guide to Good Practice for Handling, Installing, Restraining &
Bracing Metal Plate Connected Wood Trusses, a joint publication of the
Truss Plate Institute (www.tpinst.org ) and the Structural Building
Components Association (www.sbcindustry.com ).
DSB-89 Recommended Design Specification for Temporary Bracing of
Metal Plate Connected Wood Trusses, a Truss Plate Institute publication
(www.tpinst.org ).
NDS: National Design Specification for Wood Construction published by
American Forest & Paper Association and American Wood Council.
ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under
ESR-2762 published by the International Code Council Evaluation Service
(www.icc-es.org ).
TD-GEN-0003A 5/2019
Component SolutionsImportant Information & General Notes
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 18 Truss: A01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341917
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
5x16
4x5 =2x42x4
2x4
4x5 =
6x10
4x4 =
5x8-18
5x6 =
8x12
6x12 2x4
1-6-0
14
-
4
-
4
1-
8
-
1
3
1-
1
0
-
1
4
16
-
3
-
2
1
7-2-13
7-2-13
2
7-2-13
14-5-9
3
7-2-13
21-8-6
5
7-3-12
29-0-2
6
4-2-4
33-2-6
7
4-4-2
37-6-8
9
1-2-4
38-8-12
10
11
7-2-13
7-2-13 13
7-2-13
14-5-9 14
7-2-13
21-8-6 16
7-3-12
29-0-2 17
8-6-6
37-6-8 18
1-2-4
38-8-12
19
4 8
12 15
38-8-12
10-1010-10
4.5/12
4.5/12
Truss Weight = 285.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-13 5-17
2x4 DFL #2 2-14 3-16
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.96
Max CSI in BC PANEL 17 - 18 0.99
Max CSI in Web 7 - 18 0.89
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1217 5799 0.84
2- 3 1258 6625 0.96
3- 4 463 3078 0.41
4- 5 482 2984 0.44
5- 6 4861 1126 0.82
6- 7 4761 1019 0.80
7- 8 23 92 0.12
8- 9 60 62 0.11
9-10 40 68 0.07
10-OH 0 12 0.00
BC OH-11 4 0 0.00
11-12 295 703 0.15
12-13 333 696 0.22
13-14 5709 1787 0.67
14-15 6509 1682 0.73
15-16 6520 1658 0.67
16-17 3013 812 0.52
17-18 385 2193 0.99
18-19 21 51 0.07
19-OH 1 9 0.00
Web 1-11 479 1557 0.19
1-13 5407 1036 0.47
2-13 311 923 0.11
2-14 802 50 0.15
3-14 196 39 0.08
3-16 844 3359 0.82
5-16 725 65 0.32
5-17 1612 7294 0.79
6-17 261 832 0.10
7-17 655 3020 0.49
7-18 2032 340 0.89
9-18 227 433 0.07
10-19 67 122 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1646 0 05-08 01-12 DFL 625
17 29-00-02 3393 232 05-14 02-14 DFL 781
18 37-06-08 192 444 07-12 01-08 DFL 625
Max Horiz = -22 / +420 at Joint 11
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [38-08-12] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/496(-0.70) 13-14
Vert DL L/120 L/995(-0.35) 13-14
Vert CR L/240 L/331(-1.05) 13-14
Horz LL 0.75in ( 0.07) @Jt17
Horz CR 1.25in ( 0.10) @Jt17
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-04-00 -1-06-00 38-08-12 13
BC 6-03-00 0 38-08-12 7
------- Web Bracing -- CLR -----------
Single: 3-16 5-17 17- 7
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt13(-01-03,-00-07),
Jnt18(-01-13,-01-10)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: A02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341918
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
5x16
4x5 =2x4 2x4
2x4
4x5 =
6x10
4x4 =
5x8-18
5x6 =
8x12
6x12 2x4
14
-
4
-
4
1-
8
-
1
3
1-
1
0
-
1
4
16
-
3
-
2
1
7-2-13
7-2-13
2
7-2-13
14-5-9
3
7-2-13
21-8-6
5
7-3-12
29-0-2
6
4-2-4
33-2-6
7
4-4-2
37-6-8
9
1-2-4
38-8-12
10
11
7-2-13
7-2-13 13
7-2-13
14-5-9 14
7-2-13
21-8-6 16
7-3-12
29-0-2 17
8-6-6
37-6-8 18
1-2-4
38-8-12
19
4 8
12 15
38-8-12
10-1010-10
4.5/12
4.5/12
Truss Weight = 282.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-13 5-17
2x4 DFL #2 2-14 3-16
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.96
Max CSI in BC PANEL 17 - 18 1.00
Max CSI in Web 7 - 18 0.90
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1333 5818 0.86
2- 3 1327 6633 0.96
3- 4 480 3079 0.44
4- 5 493 2932 0.39
5- 6 4867 1172 0.82
6- 7 4767 1064 0.80
7- 8 41 92 0.12
8- 9 60 57 0.08
9-10 40 68 0.07
10-OH 0 12 0.00
BC OH-11 4 0 0.00
11-12 283 681 0.15
12-13 321 674 0.22
13-14 5729 1918 0.67
14-15 6517 1749 0.73
15-16 6528 1726 0.67
16-17 3015 811 0.52
17-18 411 2197 1.00
18-19 21 51 0.07
19-OH 1 9 0.00
Web 1-11 402 1394 0.17
1-13 5426 1189 0.47
2-13 343 928 0.11
2-14 750 62 0.14
3-14 198 28 0.08
3-16 898 3365 0.82
5-16 726 75 0.32
5-17 1665 7301 0.79
6-17 261 832 0.10
7-17 678 3023 0.49
7-18 2035 364 0.90
9-18 227 433 0.07
10-19 67 122 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1484 0 05-08 01-09 DFL 625
17 29-00-02 3396 232 05-14 02-14 DFL 781
18 37-06-08 191 445 07-12 01-08 DFL 625
Max Horiz = -30 / +405 at Joint 11
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [38-08-12] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/496(-0.70) 13-14
Vert DL L/120 L/990(-0.35) 13-14
Vert CR L/240 L/330(-1.05) 13-14
Horz LL 0.75in ( 0.07) @Jt17
Horz CR 1.25in ( 0.10) @Jt17
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-04-00 0 38-08-12 13
BC 6-03-00 0 38-08-12 7
------- Web Bracing -- CLR -----------
Single: 3-16 5-17 17- 7
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt13(-01-03,-00-07),
Jnt18(-01-13,-01-10)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 77 Truss: B01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341919
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
4x74x5 =4x4 =
6x12
2x4
4x5 =
6x10
4x4 =
5x8-18
5x6 =
10x10 =
4x4 =
4x16
1-6-0 3-0-0
4-
6
-
7
14
-
5
-
7
1-
8
-
1
3
1-
1
0
-
1
4
17
-
9
-
5
1
7-3-9
7-3-9
2
7-3-9
14-7-2
3
7-3-9
21-10-11
5
7-4-9
29-3-4
6
3-4-1
32-7-5
7
3-2-7
35-9-12
9
3-11-8
39-9-4
10
11
7-3-9
7-3-9
13
7-3-9
14-7-2
14
7-3-9
21-10-11
16
7-4-9
29-3-4
17
4-9-14
34-1-2
18
4-10-14
39-0-0
19
9-4
39-9-4
4 8
12 15
39-9-4
4.5/12
4.5/12
Truss Weight = 318.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = No
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 4-8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-13 5-17
2x4 DFL #2 2-14 3-16
BB 2x10 DFL SS
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 17 - 18 0.97
Max CSI in Web 3 - 16 0.88
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1339 5766 0.88
2- 3 1460 6459 0.98
3- 4 751 2736 0.38
4- 5 771 2647 0.32
5- 6 5520 1277 0.61
6- 7 5376 1169 0.60
7- 8 2402 1619 0.15
8- 9 2481 1615 0.28
9-10 1377 3045 0.12
10-OH 0 109 0.36
BC OH-11 4 0 0.00
11-12 328 808 0.16
12-13 364 799 0.22
13-14 5675 1854 0.67
14-15 6343 1710 0.71
15-16 6354 1686 0.64
16-17 2669 801 0.48
17-18 1817 3470 0.97
18-19 2557 1446 0.17
Web 1-11 499 1545 0.19
1-13 5376 1152 0.47
2-13 330 906 0.11
2-14 682 100 0.13
3-14 205 16 0.08
3-16 896 3542 0.88
5-16 763 65 0.33
5-17 1650 7579 0.84
6-17 260 881 0.10
7-17 431 2486 0.79
7-18 1120 151 0.49
9-18 356 1569 0.25
9-19 1076 136 0.47
10-19 876 432 0.38
BBK 10-19 330 299 0.79
10-19 276 392 0.77
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1634 124 05-08 01-12 DFL 625
17 29-03-04 3477 229 05-14 02-15 DFL 781
19 39-05-10 299 330 07-04 01-08 DFL 625
Max Horiz = -11 / +484 at Joint 11
Max Horiz = -11 / +484 at Joint 19
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [39-09-04] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/503(-0.69) 13-14
Vert DL L/120 L/999(-0.35) 13-14
Vert CR L/240 L/334(-1.04) 13-14
Horz LL 0.75in ( 0.61) @Jt10
Horz CR 1.25in ( 0.64) @Jt10
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.06) 10-10
DPL LL L/120 L/152(-0.38) 20-20
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-05-00 -1-06-00 42-09-04 14
BC 4-11-00 0 39-00-00 9
------- Web Bracing -- CLR -----------
Single: 3-16 5-17
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt7(-00-06,-00-02), Jnt10(02-01,01-12),
Jnt13(-01-03,-00-07), Jnt19(03-13,00-09)
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 29 Truss: B02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341920
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
4x74x5 =
4x4 =
4x4 =
2x4
5x10
5x8-18
4x4 =
5x6 =
4x5 =
8x12
4x4 =
5x12
3-0-0
20
4-
6
-
7
14
-
5
-
7
1-
9
-
9
1-
1
0
-
1
5
17
-
8
-
1
1
7-2-4
7-2-4
2
7-2-4
14-4-8
3
7-2-4
21-6-12
5
7-3-4
28-10-0
6
3-4-8
32-2-8
7
3-7-3
35-9-11
9
3-6-5
39-4-0
10
11
7-2-4
7-2-4
12
7-2-4
14-4-8
14
7-2-4
21-6-12
15
7-3-4
28-10-0
17
5-2-8
34-0-8
18
5-3-8
39-4-0
19
4 8
13 16
39-4-0
4.5/12
4.5/12
Truss Weight = 304.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-12 5-17
2x4 DFL #2 2-14 3-15
2x10 2.0E Microllam LVL Truss
Chord 20-10
Member Forces Summary
Max CSI in TC PANEL 2 - 3 1.00
Max CSI in BC PANEL 17 - 18 0.97
Max CSI in Web 3 - 15 0.82
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1412 5655 0.90
2- 3 1480 6377 1.00
3- 4 733 2799 0.42
4- 5 746 2649 0.37
5- 6 5192 1226 0.83
6- 7 5062 1122 0.81
7- 8 2028 1812 0.22
8- 9 2122 1808 0.23
9-10 1199 3182 0.43
10-OH 0 123 0.44
BC OH-11 4 0 0.00
11-12 349 913 0.21
12-13 5532 1818 0.62
13-14 5567 1809 0.65
14-15 6274 1733 0.70
15-16 2698 896 0.25
16-17 2734 888 0.48
17-18 1821 3166 0.97
18-19 2817 1221 0.19
Web 1-11 417 1370 0.16
1-12 5271 1265 0.46
2-12 358 907 0.11
2-14 661 93 0.12
3-14 201 14 0.08
3-15 895 3396 0.82
5-15 741 70 0.32
5-17 1642 7323 0.79
6-17 251 840 0.10
7-17 476 2460 0.80
7-18 1155 139 0.51
9-18 328 1412 0.23
9-19 1130 277 0.50
10-19 1448 671 0.54
19-20 486 326 0.52
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1459 95 01-08 HGR DFL 625
17 28-10-00 3392 141 05-14 02-14 DFL 781
20 38-11-06 326 290 07-04 01-08 DFL 625
Max Horiz = -129 / +447 at Joint 11
Max Horiz = -129 / +447 at Joint 20
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [39-04-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/518(-0.66) 12-14
Vert DL L/120 L/999(-0.33) 12-14
Vert CR L/240 L/345(-1.00) 12-14
Horz LL 0.75in ( 0.61) @Jt17
Horz CR 1.25in ( 0.64) @Jt17
Ohng CR 2L/240 2L/926(-0.09) 10-10
DPL LL L/120 L/187(-0.31) 20-19
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-06-00 0 42-04-00 13
BC 5-02-00 0 38-06-12 8
------- Web Bracing -- CLR -----------
Single: 3-15 5-17
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt12(-01-03,-00-07), Jnt19(00-10,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 80 Truss: B04
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341921
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
4x74x5 =4x4 =
6x12
2x4 4x5 =
6x10
4x4 =
5x8-18
5x6 =
10x10 =
4x4 =
4x16
1-6-0 3-0-0
4-
6
-
7
14
-
5
-
7
1-
8
-
1
3
1-
1
0
-
1
4
17
-
9
-
5
1
7-3-9
7-3-9
2
7-3-9
14-7-2
3
7-3-9
21-10-11
5
7-4-9
29-3-4
6
3-4-1
32-7-5
7
3-2-7
35-9-12
9
3-11-8
39-9-4
10
11
7-3-9
7-3-9
13
7-3-9
14-7-2
14
7-3-9
21-10-11
16
7-4-9
29-3-4
17
4-9-14
34-1-2
18
4-10-14
39-0-0
19
9-4
39-9-4
4 8
12 15
39-9-4
4.5/12
4.5/12
Truss Weight = 318.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = No
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 4-8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-13 5-17
2x4 DFL #2 2-14 3-16
BB 2x10 DFL SS
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 17 - 18 0.97
Max CSI in Web 3 - 16 0.88
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1339 5766 0.88
2- 3 1459 6459 0.98
3- 4 751 2736 0.38
4- 5 771 2647 0.32
5- 6 5520 1276 0.61
6- 7 5376 1168 0.60
7- 8 2402 1614 0.15
8- 9 2481 1610 0.28
9-10 1377 3036 0.12
10-OH 0 109 0.36
BC OH-11 4 0 0.00
11-12 328 806 0.16
12-13 364 798 0.22
13-14 5675 1853 0.67
14-15 6343 1709 0.71
15-16 6354 1685 0.64
16-17 2669 799 0.48
17-18 1815 3470 0.97
18-19 2551 1446 0.17
Web 1-11 499 1545 0.19
1-13 5376 1152 0.47
2-13 330 906 0.11
2-14 682 100 0.13
3-14 205 16 0.08
3-16 896 3542 0.88
5-16 763 65 0.33
5-17 1650 7579 0.84
6-17 260 881 0.10
7-17 431 2486 0.79
7-18 1120 151 0.49
9-18 356 1569 0.25
9-19 1076 136 0.47
10-19 876 431 0.38
BBK 10-19 330 299 0.79
10-19 276 392 0.77
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1634 124 05-08 01-12 DFL 625
17 29-03-04 3477 229 05-14 02-15 DFL 781
19 39-05-10 299 330 07-04 01-08 DFL 625
Max Horiz = -11 / +484 at Joint 11
Max Horiz = -11 / +484 at Joint 19
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [39-09-04] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/503(-0.69) 13-14
Vert DL L/120 L/999(-0.35) 13-14
Vert CR L/240 L/334(-1.04) 13-14
Horz LL 0.75in ( 0.61) @Jt10
Horz CR 1.25in ( 0.64) @Jt10
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.06) 10-10
DPL LL L/120 L/152(-0.38) 20-20
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-05-00 -1-06-00 42-09-04 14
BC 4-11-00 0 39-00-00 9
------- Web Bracing -- CLR -----------
Single: 3-16 5-17
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt7(-00-06,-00-02), Jnt10(02-01,01-12),
Jnt13(-01-03,-00-07), Jnt19(03-13,00-09)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: B05
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341922
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
6x8
4x4 =
5x5 =
4x6
7x8-18 =
2x4
4x7
4x4 =4x5 =2x6
2x4
6x8
4x4 =
5x8-18
5x5 =
8x12
4x4 =
4x10
1-6-0
19
3-
7
-
5
13
-
6
-
5
1-
8
-
1
3
1-
1
0
-
1
4
15
-
7
-
1
4
1
6-9-1
6-9-1 2
6-9-1
13-6-2 3
6-9-1
20-3-3 5
6-10-1
27-1-4 6
3-3-7
30-4-117
3-4-6
33-9-2 8
3-4-6
37-1-810
11
6-9-1
6-9-1
12
6-9-1
13-6-2
13
6-9-1
20-3-3
15
6-10-1
27-1-4
16
4-11-10
32-0-14
17
5-0-10
37-1-8
18
4 9
14
37-1-8
4.5/12
4.5/12
Truss Weight = 272.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-12
2x6 DFL 1800/1.8 5-16
2x8 DFL 2250/2.0 19-10
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.99
Max CSI in BC PANEL 16 - 17 0.98
Max CSI in Web 1 - 12 0.87
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1147 4879 0.85
2- 3 1254 5558 0.99
3- 4 633 2397 0.38
4- 5 646 2270 0.36
5- 6 4703 1104 0.74
6- 7 4584 1003 0.72
7- 8 1713 1142 0.20
8- 9 836 2241 0.08
9-10 846 2234 0.07
10-OH 0 12 0.00
BC OH-11 4 0 0.00
11-12 317 817 0.21
12-13 4794 1522 0.58
13-14 5453 1494 0.61
14-15 5464 1473 0.55
15-16 2337 747 0.42
16-17 1392 2733 0.98
17-18 1953 976 0.13
Web 1-11 471 1438 0.17
1-12 4525 972 0.87
2-12 307 839 0.10
2-13 667 64 0.29
3-13 173 28 0.07
3-15 757 2986 0.74
5-15 698 60 0.31
5-16 1425 6501 0.64
6-16 247 790 0.09
7-16 618 2328 0.72
7-17 1054 172 0.46
8-17 377 1328 0.21
8-18 899 91 0.39
10-18 844 344 0.75
18-19 349 199 0.73
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
11 01-12 1527 115 05-08 01-10 DFL 625
16 27-01-04 3216 163 05-14 02-12 DFL 781
19 36-09-14 199 349 05-08 01-08 DFL 625
Max Horiz = -99 / +386 at Joint 11
Max Horiz = -99 / +386 at Joint 19
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [37-01-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/585(-0.55) 12-13
Vert DL L/120 L/999(-0.28) 12-13
Vert CR L/240 L/389(-0.83) 12-13
Horz LL 0.75in ( 0.54) @Jt16
Horz CR 1.25in ( 0.56) @Jt16
Ohng CR 2L/240 2L/999(-0.01) 1- 1
DPL LL L/120 L/176(-0.27) 19-18
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-10-00 -1-06-00 37-01-08 11
BC 5-08-00 0 36-06-04 7
------- Web Bracing -- CLR -----------
Single: 3-15 5-16
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(00-04,00-01),
Jnt7(-00-01,0), Jnt12(-00-04,-00-01),
Jnt18(00-10,0)
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 23 Truss: B06
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341923
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
5x5 =
1.5x34x4 =
4x4 =
4x4 =
3x4=
1.5x3
4x4 =4x5 =
6x8
4x4 =
4x12
3-0-0
14
4-
6
-
7
9-
5
-
6
1-
9
-
1
2
1-
1
0
-
1
4
12
-
8
-
2
1
7-8-5
7-8-5
2
7-9-5
15-5-10
3
3-0-15
18-6-9
5
3-8-8
22-3-2
6
3-8-8
25-11-10
7
8
7-8-5
7-8-5
9
7-9-5
15-5-10
11
5-2-8
20-8-2
12
5-3-8
25-11-10
13
4
10
25-11-10
4.5/12
4.5/12
Truss Weight = 189.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-9 2-11
2x10 DFL SS 14-7
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.69
Max CSI in BC PANEL 10 - 11 0.38
Max CSI in Web 2 - 11 0.74
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 669 2187 0.69
2- 3 952 300 0.47
3- 4 776 197 0.46
4- 5 835 191 0.20
5- 6 274 1108 0.11
6- 7 848 2452 0.43
7-OH 0 123 0.45
BC OH- 8 4 0 0.00
8- 9 247 703 0.27
9-10 2069 915 0.27
10-11 2119 912 0.38
11-12 817 448 0.27
12-13 1832 547 0.12
Web 1- 8 279 710 0.10
1- 9 1973 554 0.38
2- 9 235 289 0.07
2-11 885 2721 0.74
3-11 237 759 0.09
5-11 139 904 0.25
5-12 634 45 0.20
6-12 149 563 0.06
6-13 965 453 0.30
7-13 1199 690 0.69
13-14 567 823 0.66
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 809 55 03-00 01-08 DFL 625
11 15-05-10 1842 29 05-14 01-13 DFL 667
14 25-07-00 823 184 07-04 01-08 DFL 625
Max Horiz = -129 / +344 at Joint 8
Max Horiz = -129 / +344 at Joint 14
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [25-11-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.15) 9-11
Vert DL L/120 L/999(-0.08) 8- 9
Vert CR L/240 L/808(-0.23) 8- 9
Horz LL 0.75in ( 0.49) @Jt11
Horz CR 1.25in ( 0.50) @Jt11
Ohng CR 2L/240 2L/926(-0.09) 7- 7
DPL LL L/120 L/240(-0.25) 14-13
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-01-00 0 28-11-10 7
BC 8-11-00 0 25-02-06 4
------- Web Bracing -- CLR -----------
Single: 2-11
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt13(00-14,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 231 Truss: BK1
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341924
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =1.5x3
1.5x4 3x5
5x8ns
1-
3
-
5
1-
8
-
1
3
1
1-10-6
1-10-6
2
3
1-10-6
1-10-6
4
Drag = 350 plf
Truss Weight = 16.3 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
Block 2x6 DFL 1800/1.8
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.04
Max CSI in BC PANEL 3 - 4 0.03
Max CSI in Web 1 - 4 0.24
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 326 326 0.04
2-OH 0 0 0.00
BC OH- 3 0 0 0.00
3- 4 325 325 0.03
4-OH 0 0 0.00
Web 1- 3 408 408 0.13
1- 4 769 769 0.24
2- 4 0 108 0.01
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 408 408 01-08 01-08 DFL 625
4 1-08-10 408 408 01-08 01-08 DFL 625
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-03] using a 1.00 Full and 0.00 Reduced load
factor.
This truss has been designed for a 350.0 plf Drag Load distributed along
the top chord rake in each direction and continuously resisted along the
bottom chord by a shear wall.
This design is for a Shear Panel(blocking) application only!
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
A "pm" next to the plate size indicates that the plate has been user
modified; see Plate Offsets for any special positioning requirements.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Not designed for upside-down installation!
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 3- 4
Vert DL L/120 L/999( 0.00) 3- 4
Vert CR L/240 L/999( 0.00) 3- 4
Horz LL 0.75in ( 0.00) @Jt 4
Horz CR 1.25in ( 0.00) @Jt 4
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 1-10-00 0 1-10-06 2
BC 1-10-00 0 1-10-06 2
Web Bracing -- None
End Verticals require bracing indicated
or must be continuously attached to other
components.
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-00-08)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: BK2
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341925
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x5 4x5=
4x5=3x51-
3
-
5
1-
3
-
5
1
1-7-6
1-7-6
2
3
1-7-6
1-7-6
4
Drag = 350 plf
Truss Weight = 12.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.03
Max CSI in BC PANEL 3 - 4 0.02
Max CSI in Web 3 - 2 0.22
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 281 281 0.03
2-OH 0 0 0.00
BC OH- 3 0 0 0.00
3- 4 282 282 0.02
4-OH 0 0 0.00
Web 1- 3 0 93 0.01
2- 3 703 703 0.22
2- 4 419 419 0.13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 419 419 01-08 01-08 DFL 625
4 1-05-10 419 419 01-08 01-08 DFL 625
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [09-11] using a 1.00 Full and 0.00 Reduced load
factor.
This truss has been designed for a 350.0 plf Drag Load distributed along
the top chord rake in each direction and continuously resisted along the
bottom chord by a shear wall.
This design is for a Shear Panel(blocking) application only!
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Designed to allow upside-down and/or backward installation.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 3- 4
Vert DL L/120 L/999( 0.00) 3- 4
Vert CR L/240 L/999( 0.00) 3- 4
Horz LL 0.75in ( 0.00) @Jt 4
Horz CR 1.25in ( 0.00) @Jt 4
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 1-07-00 0 1-07-06 2
BC 1-07-00 0 1-07-06 2
Web Bracing -- None
End Verticals require bracing indicated
or must be continuously attached to other
components.
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-11), Jnt2(0,00-11)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: BK3
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341926
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =1.5x3
3x5 4x5=
3x5 3x3 =
4-
0
-
0
5
2-
2
-
0
4-
0
-
0
6
2-
2
-
0
6-
2
-
0
6-
2
-
0
1
1-7-6
1-7-6
2
3
1-7-6
1-7-6
4
Drag = 350 plf
Truss Weight = 32.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL 1800/1.8 3-1
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.03
Max CSI in BC PANEL 3 - 4 0.02
Max CSI in Web 3 - 5 0.88
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 281 281 0.03
2-OH 0 0 0.00
BC OH- 3 0 0 0.00
3- 4 282 282 0.02
4-OH 0 0 0.00
Web 1- 5 860 860 0.10
1- 6 1027 1027 0.32
2- 6 0 93 0.01
3- 5 2504 2504 0.88
4- 5 1738 1738 0.55
4- 6 860 860 0.32
5- 6 563 563 0.18
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 2504 2504 01-08 02-11** DFL 625
4 1-05-10 2504 2504 01-08 02-11** DFL 625
(**) indicates Reqd Width > actual Width; enhancement may be required.
Building Designer to provide adequate bearing size or enhancement.
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [09-11] using a 1.00 Full and 0.00 Reduced load
factor.
This truss has been designed for a 350.0 plf Drag Load distributed along
the top chord rake in each direction and continuously resisted along the
bottom chord by a shear wall.
This design is for a Shear Panel(blocking) application only!
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Not designed for upside-down installation!
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 3- 4
Vert DL L/120 L/999( 0.00) 3- 4
Vert CR L/240 L/999( 0.00) 3- 4
Horz LL 0.75in ( 0.00) @Jt 4
Horz CR 1.25in ( 0.00) @Jt 4
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 1-07-00 0 1-07-06 2
BC 1-07-00 0 1-07-06 2
Web Bracing -- None
End Verticals require bracing indicated
or must be continuously attached to other
components.
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-00-09), Jnt4(0,-00-09)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 191 Truss: BK4
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341927
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =1.5x3
3x5 3x6
3x6 3x3 =
4-
2
-
0
5
2-
0
-
0
4-
2
-
0
6
2-
0
-
0
6-
2
-
0
6-
2
-
0
1
1-8-14
1-8-14
2
3
1-8-14
1-8-14
4
Drag = 350 plf
Truss Weight = 32.7 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL 1800/1.8 3-1
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.03
Max CSI in BC PANEL 3 - 4 0.03
Max CSI in Web 3 - 5 0.86
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 305 305 0.03
2-OH 0 0 0.00
BC OH- 3 0 0 0.00
3- 4 303 303 0.03
4-OH 0 0 0.00
Web 1- 5 780 780 0.08
1- 6 990 990 0.31
2- 6 0 100 0.01
3- 5 2466 2466 0.86
4- 5 1792 1792 0.57
4- 6 780 780 0.27
5- 6 608 608 0.19
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 2466 2466 01-08 02-10** DFL 625
4 1-07-02 2466 2466 01-08 02-10** DFL 625
(**) indicates Reqd Width > actual Width; enhancement may be required.
Building Designer to provide adequate bearing size or enhancement.
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [10-07] using a 1.00 Full and 0.00 Reduced load
factor.
This truss has been designed for a 350.0 plf Drag Load distributed along
the top chord rake in each direction and continuously resisted along the
bottom chord by a shear wall.
This design is for a Shear Panel(blocking) application only!
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Not designed for upside-down installation!
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 3- 4
Vert DL L/120 L/999( 0.00) 3- 4
Vert CR L/240 L/999( 0.00) 3- 4
Horz LL 0.75in ( 0.00) @Jt 3
Horz CR 1.25in ( 0.00) @Jt 3
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 1-08-00 0 1-08-14 2
BC 1-08-00 0 1-08-14 2
Web Bracing -- None
End Verticals require bracing indicated
or must be continuously attached to other
components.
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-00-09)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: C01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341928
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Typical plate: 1.5x3
4x5 =
4x10
4x5 =
4x5 =3x4 =3x4 =4x7 4x5 =
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1-6-0 1-6-0
2-
6
-
1
3
2-
6
-
1
3
7-
9
-
7
1
6-11-8
6-11-8
2
6-11-8
13-11-0
3
6-11-8
20-10-8
4
6-11-8
27-10-0
5
6
9-3-5
9-3-5
9
9-3-5
18-6-11
10
9-3-5
27-10-0
14 7 8 11 12 13
27-10-0
4.5/12 -4.5/12
Truss Weight = 264.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 3-10 4-14 6-2
9-3
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.59
Max CSI in BC PANEL 7 - 8 0.26
Max CSI in Web 6 - 2 0.62
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 147 101 0.35
2- 3 482 1945 0.59
3- 4 481 1945 0.59
4- 5 147 101 0.33
5-OH 69 0 0.11
BC OH- 6 0 0 0.00
6- 7 1804 307 0.14
7- 8 1804 307 0.26
8- 9 1804 307 0.26
9-10 1471 159 0.25
10-11 1804 327 0.20
11-12 1804 327 0.26
12-13 1804 327 0.26
13-14 1804 327 0.14
14-OH 0 0 0.00
Web 1- 6 255 460 0.13
2- 6 379 2196 0.62
2- 9 231 381 0.17
3- 9 564 113 0.11
3-10 564 113 0.11
4-10 231 381 0.17
4-14 379 2196 0.62
5-14 255 460 0.13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1711 129 3-00-00
14 27-08-04 1711 129 3-00-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
6- 8 41 0 3-00-00 (reduced)
12- 14 41 0 3-00-00 (reduced)
Max Horiz = -156 / +156 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [13-11-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang
= 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.09) 9-10
Vert DL L/120 L/999(-0.07) 9-10
Vert CR L/240 L/999(-0.17) 9-10
Horz LL 0.75in ( 0.03) @Jt14
Horz CR 1.25in ( 0.04) @Jt14
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.01) 5- 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-05-00 -1-06-00 29-04-00 7
BC 9-03-00 0 27-10-00 4
------- Web Bracing -- CLR -----------
Single: 6- 2 4-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-11,-00-04), Jnt4(00-11,-00-04),
Jnt11(0,-02-00)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: C02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341929
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
4x5 =
4x5 =
4x5 =
1.5x3
4x5 =3x4 =3x4 =4x4 =4x5 =
1-6-0 1-6-0
3-
4
-
1
1
3-
4
-
1
1
8-
7
-
5
1
6-11-8
6-11-8
2
6-11-8
13-11-0
3
6-11-8
20-10-8
4
6-11-8
27-10-0
5
6
2-9-4
2-9-4
7
6-6-1
9-3-5
8
9-3-5
18-6-11
9
6-6-1
25-0-12
11
2-9-4
27-10-0
1210
27-10-0
4.5/12 -4.5/12
Truss Weight = 193.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 3-9 4-12 6-2
8-3
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.58
Max CSI in BC PANEL 8 - 9 0.28
Max CSI in Web 6 - 2 0.63
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 147 101 0.43
2- 3 455 1733 0.58
3- 4 454 1733 0.58
4- 5 147 101 0.40
5-OH 69 0 0.11
BC OH- 6 0 0 0.00
6- 7 1550 254 0.21
7- 8 1550 254 0.27
8- 9 1337 162 0.28
9-10 1550 296 0.27
10-11 1550 296 0.21
11-12 1550 296 0.21
12-OH 0 0 0.00
Web 1- 6 251 458 0.19
2- 6 352 2001 0.63
2- 8 160 282 0.17
3- 8 468 98 0.09
3- 9 468 98 0.09
4- 9 160 282 0.17
4-12 351 2001 0.63
5-12 251 458 0.19
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1685 126 05-08 01-13 DFL 625
7 2-09-04 263 0 05-08 01-08 DFL 667
11 25-00-12 263 0 05-08 01-08 DFL 667
12 27-08-04 1685 126 05-08 01-13 DFL 625
Max Horiz = -183 / +183 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [13-11-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.10) 8- 9
Vert DL L/120 L/999(-0.07) 8- 9
Vert CR L/240 L/999(-0.17) 8- 9
Horz LL 0.75in ( 0.02) @Jt12
Horz CR 1.25in ( 0.03) @Jt12
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.01) 5- 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-05-00 -1-06-00 29-04-00 7
BC 9-03-00 0 27-10-00 4
------- Web Bracing -- CLR -----------
Single: 6- 2 4-12
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-11,-00-04), Jnt4(00-11,-00-04),
Jnt8(00-01,0), Jnt9(-00-01,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 16 Truss: C03
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341930
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
4x4 =
4x5 =
4x4 =
1.5x3
3x5 3x4
=4x4 =3x4 =3x5
4-
4
-
2
4-
4
-
2
8-
7
-
5
1
5-8-4
5-8-4
2
5-8-4
11-4-8
3
5-8-4
17-0-12
4
5-8-4
22-9-0
5
6
7-7-0
7-7-0
7
7-7-0
15-2-0
9
7-7-0
22-9-0
10 8
22-9-0
4.5/12 -4.5/12
Truss Weight = 165.1 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 3-9 4-10 6-2
7-3
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.31
Max CSI in BC PANEL 6 - 7 0.22
Max CSI in Web 6 - 2 0.42
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 144 74 0.31
2- 3 349 1226 0.30
3- 4 349 1226 0.30
4- 5 144 74 0.29
5-OH 5 0 0.00
BC OH- 6 0 0 0.00
6- 7 1034 250 0.22
7- 8 931 164 0.20
8- 9 931 164 0.20
9-10 1034 250 0.22
10-OH 0 0 0.00
Web 1- 6 109 228 0.30
2- 6 322 1532 0.42
2- 7 242 127 0.10
3- 7 311 72 0.06
3- 9 311 72 0.06
4- 9 242 127 0.10
4-10 322 1532 0.42
5-10 109 228 0.30
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1417 44 05-08 01-08 DFL 625
10 22-07-04 1417 44 05-08 01-08 DFL 625
Max Horiz = -194 / +194 at Joint 6
Max Horiz = -194 / +194 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-04-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.04) 7- 9
Vert DL L/120 L/999(-0.02) 7- 9
Vert CR L/240 L/999(-0.06) 7- 9
Horz LL 0.75in ( 0.01) @Jt10
Horz CR 1.25in ( 0.02) @Jt10
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-10-00 0 22-09-00 6
BC 7-07-00 0 22-09-00 3
------- Web Bracing -- CLR -----------
Single: 6- 2 7- 3 3- 9 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-05,-00-02), Jnt4(00-05,-00-02),
Jnt7(-00-01,0), Jnt9(00-01,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: D01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341931
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Typical plate: 1.5x3
4x4 =
4x4 =4x4 =
1-6-0 1-6-0
10-15 10-153-
1
0
-
3
3-
1
1
-
1
4
1
7-10-0
7-10-0
2
7-10-0
15-8-0
3
1
7-10-0
7-10-0
5
7-10-0
15-8-0
3 4 6
15-8-0
4.5/12 -4.5/12
Truss Weight = 90.3 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
Wedge 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.38
Max CSI in BC PANEL 1 - 4 0.15
Max CSI in Web 5 - 2 0.08
...Mem... Ten Comp .CSI.
TC OH- 1 63 0 0.09
1- 2 265 1015 0.38
2- 3 263 1015 0.38
3-OH 63 0 0.09
BC 1- 4 820 138 0.15
3- 6 820 138 0.15
4- 5 820 138 0.14
5- 6 820 138 0.14
Web 2- 5 186 2 0.08
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 05-04 1012 81 3-00-00
3 15-02-12 1012 81 3-00-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 4 84 0 3-00-00 (reduced)
6- 3 84 0 3-00-00 (reduced)
Max Horiz = -57 / +57 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-10-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang
= 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.02) 4- 5
Vert DL L/120 L/999(-0.02) 4- 5
Vert CR L/240 L/999(-0.04) 4- 5
Horz LL 0.75in ( 0.01) @Jt 3
Horz CR 1.25in ( 0.02) @Jt 3
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.01) 3- 3
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-11-00 -1-06-00 17-02-00 5
BC 7-10-00 0 15-08-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(03-08,01-00), Jnt3(-03-08,01-00)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 6 Truss: D02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341932
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
4x5 =
4x4 =
1.5x3 4x7 1.5x3
1-6-0 1-6-0
1-
8
-
1
3
1-
8
-
1
3
4-
8
-
1
1
7-10-0
7-10-0
2
7-10-0
15-8-0
3
4
2-9-4
2-9-4
5
5-0-12
7-10-0
6
5-1-10
12-11-10
7
2-8-6
15-8-0
8
15-8-0
4.5/12 -4.5/12
Truss Weight = 102.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-6 6-3
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.65
Max CSI in BC PANEL 4 - 5 0.09
Max CSI in Web 1 - 6 0.15
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 273 958 0.65
2- 3 273 958 0.65
3-OH 69 0 0.11
BC OH- 4 0 0 0.00
4- 5 0 74 0.09
5- 6 0 74 0.09
6- 7 0 12 0.09
7- 8 0 12 0.09
8-OH 0 0 0.00
Web 1- 4 363 1091 0.13
1- 6 789 145 0.15
2- 6 106 227 0.06
3- 6 789 145 0.15
3- 8 363 1091 0.13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 1082 99 05-08 01-08 DFL 625
5 2-09-04 254 0 05-08 01-08 DFL 667
7 12-11-10 255 0 07-04 01-08 DFL 625
8 15-06-04 1080 99 05-08 01-08 DFL 625
Max Horiz = -82 / +82 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-10-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.02) 5- 6
Vert DL L/120 L/999(-0.01) 5- 6
Vert CR L/240 L/999(-0.03) 5- 6
Horz LL 0.75in ( 0.00) @Jt 8
Horz CR 1.25in ( 0.00) @Jt 8
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.01) 3- 3
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-11-00 -1-06-00 17-02-00 5
BC 7-10-00 0 15-08-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 111 Truss: E01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341933
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
2x4
4x7
4x8 1.5x3 2x4 1.5x3 4x8
4x7
2x4
5x7
5x7 4x7 5x7
5x7
2x3=
1x3
1x3 1x3
1x3
1x3
1x3
1x3
1x3
1x3
2x3=
1x3
1x31x3
1.5x3
1.5x3 1.5x3
1.5x3
1
-
9
-
8 1-9
-8
10
4-
1
0
-
5
151-
7
-
1
2
1
14
4-
1
0
-
5
251-
7
-
1
2
9
2-
5
-
8
6-
6
-
1
6-
6
-
1
11
-
4
-
0
29
30
1
6-5-4
6-5-4
2
6-5-4
12-10-8
3
8-9-8
21-8-0
5
8-9-8
30-5-8
7
6-5-4
36-10-12
8
6-5-4
43-4-0
9
10
12-4-14
12-4-14
11
9-3-2
21-8-0
12
9-3-3
30-11-3
13
12-4-13
43-4-0
14
4 6
43-4-0
4.5/12 -4.5/12
2.5/12 -2.5/12
Truss Weight = 361.7 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 30-05-08
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL 1800/1.8 8-14 10-2
2x4 DFL #2 2-11 3-12 7-13
11-3 12-5 12-7 13-8
Member Forces Summary
Max CSI in TC PANEL 3 - 5 0.99
Max CSI in BC PANEL 10 - 11 0.59
Max CSI in Web 10 - 2 0.94
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 188 87 0.46
2- 3 600 3094 0.71
3- 5 689 3397 0.99
5- 7 689 3397 0.99
7- 8 600 3094 0.71
8- 9 188 87 0.43
9-OH 5 0 0.00
BC OH-10 2 0 0.00
10-11 1976 458 0.59
11-12 2776 463 0.36
12-13 2779 464 0.36
13-14 1977 458 0.59
14-OH 2 0 0.00
Web 1-10 123 262 0.60
2-10 643 3241 0.94
2-11 1179 94 0.22
3-11 145 181 0.05
3-12 847 197 0.20
5-12 357 995 0.29
7-29 831 191 0.17
7-30 143 156 0.03
8-13 1178 94 0.22
8-14 643 3241 0.94
9-14 123 262 0.60
12-29 844 196 0.17
13-30 141 177 0.05
29-30 8 25 0.00
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
10 01-12 2599 84 07-04 02-12 DFL 625
14 43-02-04 2599 84 07-04 02-12 DFL 625
Max Horiz = -282 / +282 at Joint 10
Max Horiz = -282 / +282 at Joint 14
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-08-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.29) 10-11
Vert DL L/120 L/999(-0.31) 10-11
Vert CR L/240 L/863(-0.60) 10-11
Horz LL 0.75in ( 0.13) @Jt14
Horz CR 1.25in ( 0.20) @Jt14
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-10-00 0 14-01-02 4
TC 2-00-00 14-01-02 29-02-14 8
TC 4-10-00 29-02-14 43-04-00 4
BC 8-09-00 0 43-04-00 6
------- Web Bracing -- CLR -----------
Single: 10- 2 11- 3 12- 5 7-13 8-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-01-07,-00-09), Jnt8(01-07,-00-09),
Jnt11(00-06,-01-14), Jnt13(-00-06,-01-14)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: E02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341934
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Typical plate: 1.5x3
2x4
8x8 =
4x7 2x4 4x7
8x8=
2x4
6x6 =
5x7 4x7 5x7
6x6 =
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x31x3
1x3
1x3
1x3
1x3
1x3
1x3
1x31x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
1x3
2-
5
-
8
5-
8
-
3
5-
8
-
2
11
-
4
-
0
1
7-8-0
7-8-0
2
7-4-13
15-0-13
3
6-7-3
21-8-0
4
6-7-3
28-3-2
5
7-4-14
35-8-0
6
7-8-0
43-4-0
7
8
12-4-14
12-4-14
9
9-3-2
21-8-0
10
9-3-4
30-11-3
11
12-4-13
43-4-0
12
43-4-0
4.5/12 -4.5/12
2.5/12 -2.5/12
Truss Weight = 491.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 28-03-03
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL 1800/1.8 6-12 8-2
2x4 DFL #2 2-9 3-10 5-11
9-3 10-4 10-5 11-6
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 8 - 9 0.60
Max CSI in Web 8 - 2 0.87
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 197 103 0.45
2- 3 594 3389 0.98
3- 4 608 3354 0.22
4- 5 608 3354 0.22
5- 6 594 3390 0.98
6- 7 197 103 0.41
7-OH 5 0 0.00
BC OH- 8 2 0 0.00
8- 9 2544 482 0.60
9-10 2998 408 0.32
10-11 2998 408 0.32
11-12 2545 482 0.59
12-OH 2 0 0.00
Web 1- 8 158 310 0.45
2- 8 607 3642 0.87
2- 9 855 8 0.16
3- 9 395 57 0.07
3-10 633 115 0.12
4-10 262 713 0.20
5-10 633 115 0.12
5-11 395 57 0.07
6-11 855 8 0.16
6-12 607 3643 0.87
7-12 158 310 0.45
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 2599 84 07-04 02-12 DFL 625
12 43-02-04 2599 84 07-04 02-12 DFL 625
Max Horiz = -272 / +272 at Joint 8
Max Horiz = -272 / +272 at Joint 12
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-08-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang
= 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.27) 8- 9
Vert DL L/120 L/999(-0.30) 8- 9
Vert CR L/240 L/898(-0.57) 8- 9
Horz LL 0.75in ( 0.15) @Jt12
Horz CR 1.25in ( 0.22) @Jt12
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-00-00 0 14-01-02 4
TC 2-00-00 14-01-02 29-02-14 8
TC 5-00-00 29-02-14 43-04-00 4
BC 8-09-00 0 43-04-00 6
------- Web Bracing -- CLR -----------
Single: 3-10 10- 4 10- 5
------- Web Bracing -- CLR -----------
Double: 8- 2 6-12
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt9(00-06,-01-14), Jnt11(-00-06,-01-14)
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: F01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341935
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Typical plate: 1.5x3
4x4 =
4x4 =
4x4 =
5x7 5x7
1-5-8 1-5-8
7-8 7-82-
1
1
-
0
3-
4
-
1
2
7-
8
4-11-12
1-
8
-
0
1
2-2-0
2
1-4-0
3
1-4-0
4
8-0
5-6-0
5
8-0
6
1-4-0
7
1-4-0
8
2-2-0
11-0-0
9
1
2-2-0
10
1-4-0
11
1-4-0
4-10-0
12
1-4-0
6-2-0
13
1-4-0
14
1-4-0
15
2-2-0
11-0-0
9
11-0-0
5/12 -5/12
Truss Weight = 69.6 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 13.0 ft B = 11.0 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 1 0.13
Max CSI in BC PANEL 1 - 10 0.06
Max CSI in Web 12 - 4 0.03
...Mem... Ten Comp .CSI.
TC 1- 5 92 0 0.13
5- 9 92 0 0.13
BC 1- 9 90 47 0.06
Web 2-10 68 180 0.02
3-11 69 188 0.02
4-12 33 206 0.03
6-13 33 206 0.03
7-14 69 188 0.02
8-15 68 180 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 02-06 526 54 11-00-00
9 10-09-10 526 54 11-00-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 9 55 8 11-00-00 (reduced)
Max Horiz = -23 / +23 at Joint 13
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [5-06-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang
= 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/999( 0.00) 1-10
Vert DL L/120 L/999(-0.00) 1-10
Vert CR L/180 L/999( 0.00) 1-10
Horz LL 0.75in ( 0.00) @Jt 9
Horz CR 1.25in ( 0.00) @Jt 9
Ohng CR 2L/180 2L/999(-0.01) 1- 1
Ohng CR 2L/180 2L/999(-0.01) 9- 9
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-01-00 -1-07-10 12-07-10 4
BC 5-06-00 0 11-00-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 6 Truss: F02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341936
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
4x4 =
4x4 =
1.5x3
1-5-8 1-5-8
7-8 7-82-
1
1
-
0
3-
4
-
1
2
1
5-6-0
5-6-0
2
5-6-0
11-0-0
3
1
5-6-0
5-6-0
4
5-6-0
11-0-0
3
11-0-0
5/12 -5/12
Truss Weight = 50.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 13.0 ft B = 11.0 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.23
Max CSI in BC PANEL 1 - 4 0.24
Max CSI in Web 4 - 2 0.11
...Mem... Ten Comp .CSI.
TC OH- 1 92 0 0.13
1- 2 185 874 0.23
2- 3 185 874 0.23
3-OH 92 0 0.13
BC 1- 4 709 64 0.24
3- 4 709 64 0.24
Web 2- 4 248 0 0.11
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1024 102 03-08 01-08 DFL 625
3 10-10-04 1024 102 03-08 01-08 DFL 625
Max Horiz = -23 / +23 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [5-06-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/999(-0.01) 4- 3
Vert DL L/120 L/999(-0.02) 4- 3
Vert CR L/180 L/999(-0.03) 4- 3
Horz LL 0.75in ( 0.01) @Jt 3
Horz CR 1.25in ( 0.01) @Jt 3
Ohng CR 2L/180 2L/999(-0.01) 1- 1
Ohng CR 2L/180 2L/999(-0.01) 3- 3
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-01-00 -1-07-10 12-07-10 4
BC 5-06-00 0 11-00-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: GDR1
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341937
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3 5x10 4x6 4x6 5x6
=5x10 1.5x3
4x10 4x7 7x8-18
=3x4 =4x7 4x10
2-
2
-
5
2-
2
-
5
1
3-0-12
3-0-12
2
5-6-8
8-7-4
3
5-6-8
14-1-12
4
5-6-8
19-8-4
6
3-0-12
22-9-0
7
8
5-10-0
5-10-0
9
5-6-8
11-4-8
11
5-6-8
16-11-0
12
5-10-0
22-9-0
13
5
10
22-9-0
2-Ply
Truss Weight = 307.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 2-9 12-6
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.99
Max CSI in BC PANEL 10 - 11 0.86
Max CSI in Web 8 - 2 0.58
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 0 18 0.18
2- 3 370 11908 0.73
3- 4 515 15990 0.99
4- 5 370 11908 0.59
5- 6 370 11908 0.73
6- 7 0 18 0.18
7-OH 0 0 0.00
BC OH- 8 0 0 0.00
8- 9 7763 312 0.45
9-10 15927 572 0.83
10-11 15927 572 0.86
11-12 15927 567 0.86
12-13 7763 297 0.45
13-OH 0 0 0.00
Web 1- 8 29 507 0.03
2- 8 336 9032 0.58
2- 9 4890 85 0.47
3- 9 232 4741 0.31
3-11 952 782 0.21
4-11 952 782 0.21
4-12 232 4741 0.31
6-12 4890 85 0.47
6-13 335 9032 0.58
7-13 29 507 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 5232 173 05-08 02-13 DFL 625
13 22-07-04 5232 173 05-08 02-13 DFL 625
Max Horiz = -42 / +42 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-04-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
User Distributed Loads (plf)
Mbr Load Uplift Start Load Uplift End Dir Description
TC 340.0 -11 0 340.0 -11 22-09-00 Vert b06 @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/804(-0.33) 9-11
Vert DL L/120 L/999(-0.17) 9-11
Vert CR L/240 L/536(-0.50) 9-11
Horz LL 0.75in ( 0.07) @Jt13
Horz CR 1.25in ( 0.11) @Jt13
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-06-00 0 22-09-00 5
BC 7-07-00 0 22-09-00 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt8(01-08,0), Jnt10(0,00-12),
Jnt13(-01-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: GDR2
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341938
TID:199573
Date:08 / 07 / 23
Page:1 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
4x4 =
6x12 4x7 3x4=6x12
4x4 =
4x4 =
2x6 3x4
=4x7 4x5
=3x4 =4x5 =4x7 3x4
=2x6
6-
6
-
1
6-
6
-
1
11
-
4
-
0
1
6-5-4
6-5-4
2
6-5-4
12-10-8
3
5-10-5
18-8-13
4
5-10-5
24-7-3
5
5-10-5
30-5-8
6
6-5-4
36-10-12
7
6-5-4
43-4-0
8
9
6-5-4
6-5-4
10
6-5-4
12-10-8
11
8-9-8
21-8-0
13
8-9-8
30-5-8
15
6-5-4
36-10-12
16
6-5-4
43-4-0
1712 14
43-4-0
4-Ply
4.5/12 -4.5/12
Truss Weight = 1685.6 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 4
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 30-05-08
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x10 DFL SS
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL #2
2x4 DFL Standard 9-1 17-8
Member Forces Summary
Max CSI in TC PANEL 4 - 5 0.06
Max CSI in BC PANEL 11 - 12 0.11
Max CSI in Web 11 - 4 0.48
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 2230 3605 0.03
2- 3 3572 5516 0.04
3- 4 3335 5152 0.05
4- 5 4968 7384 0.06
5- 6 3335 5152 0.05
6- 7 3572 5516 0.04
7- 8 2230 3605 0.03
8-OH 5 0 0.00
BC OH- 9 0 0 0.00
9-10 227 219 0.04
10-11 3352 2064 0.06
11-12 7370 4985 0.11
12-13 7370 4985 0.11
13-14 7370 4985 0.11
14-15 7370 4985 0.11
15-16 3352 2064 0.06
16-17 227 219 0.04
17-OH 0 0 0.00
Web 1- 9 2712 4485 0.21
1-10 4602 2834 0.16
2-10 2021 3075 0.15
2-11 2986 2108 0.16
3-11 1679 1180 0.09
4-11 3374 4537 0.48
4-13 4761 158 0.16
5-13 354 4567 0.40
5-15 3374 4537 0.48
6-15 1679 1180 0.09
7-15 2986 2108 0.16
7-16 2021 3075 0.15
8-16 4602 2834 0.16
8-17 2712 4485 0.21
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
9 01-12 4519 2679 05-08 01-08 DFL 625
17 43-02-04 4519 2679 05-08 01-08 DFL 625
Max Horiz = -268 / +268 at Joint 9
Max Horiz = -268 / +268 at Joint 17
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-08-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
(User-created load combinations exist on this truss.)
4-PLY TRUSS Fastener Spacing
Fasten through all plys as follows (rows staggered):
TC 2x10, 3-row(s) of Simpson SDS25600 Screws @ 24.0" o.c.**
BC 2x6, 2-row(s) of Simpson SDS25600 Screws @ 24.0" o.c.
WB 2x4, 1-row(s) of Simpson SDS25600 Screws @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
TC:18-09-08, 4, TC:24-06-08, 6
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.10) 11-13
Vert DL L/120 L/999(-0.02) 11-13
Vert CR L/240 L/999(-0.12) 11-13
Horz LL 0.75in ( 0.03) @Jt17
Horz CR 1.25in ( 0.04) @Jt17
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-11-00 0 14-01-02 4
TC 2-00-00 14-01-02 29-02-14 8
TC 4-11-00 29-02-14 43-04-00 4
BC 8-08-00 0 43-04-00 5
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-02,-00-01), Jnt4(-00-03,01-03),
Jnt7(00-02,-00-01), Jnt9(0,-00-15),
Jnt17(0,-00-15)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: GDR2
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341938
TID:199573
Date:08 / 07 / 23
Page:2 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Loadcase -- 99000 Load Diagram 3 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead ReducedTCDL Vert 12.00 12.00 0 12-10-08 6-06-01 11-04-00
Bottom Dead ReducedBCDL Vert 12.00 12.00 0 43-04-00 0 0
Top Dead ReducedTCDL Vert 12.00 12.00 12-10-08 30-05-08 11-04-00 11-04-00
Top Dead ReducedTCDL Vert 12.00 12.00 30-05-08 43-04-00 11-04-00 6-06-01
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live User-Defined @ 90 Deg Vert 4000 18-08-13 10-11-06 1250.0 7.5
Top Live User-Defined @ 90 Deg Vert 4000 24-07-03 10-11-06 1250.0 7.5
Loadcase -- 99001 Load Case 4 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 12-10-08 6-06-01 11-04-00
Bottom Dead BCDL Vert 20.00 20.00 0 43-04-00 0 0
Top Dead TCDL Vert 20.00 20.00 12-10-08 30-05-08 11-04-00 11-04-00
Top Dead TCDL Vert 20.00 20.00 30-05-08 43-04-00 11-04-00 6-06-01
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -5200 18-08-13 10-11-06 -1625.0 12.5
Top Live Steeple @ 90 Deg Vert 6000 24-07-03 10-11-06 1875.0 12.5
Loadcase -- 99002 Load Case 5 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead ReducedTCDL Vert 12.00 12.00 0 12-10-08 6-06-01 11-04-00
Bottom Dead ReducedBCDL Vert 12.00 12.00 0 43-04-00 0 0
Top Dead ReducedTCDL Vert 12.00 12.00 12-10-08 30-05-08 11-04-00 11-04-00
Top Dead ReducedTCDL Vert 12.00 12.00 30-05-08 43-04-00 11-04-00 6-06-01
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -3200 18-08-13 10-11-06 -1000.0 7.5
Top Live Steeple @ 90 Deg Vert -3200 24-07-03 10-11-06 -1000.0 7.5
Loadcase -- 99005 Load Case 6 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 12-10-08 6-06-01 11-04-00
Bottom Dead BCDL Vert 20.00 20.00 0 43-04-00 0 0
Top Dead TCDL Vert 20.00 20.00 12-10-08 30-05-08 11-04-00 11-04-00
Top Dead TCDL Vert 20.00 20.00 30-05-08 43-04-00 11-04-00 6-06-01
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -5200 18-08-13 10-11-06 -1625.0 12.5
Top Live Steeple @ 90 Deg Vert 6000 24-07-03 10-11-06 1875.0 12.5
Loadcase -- 99006 Load Case 7 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 12-10-08 6-06-01 11-04-00
Bottom Dead BCDL Vert 20.00 20.00 0 43-04-00 0 0
Top Dead TCDL Vert 20.00 20.00 12-10-08 30-05-08 11-04-00 11-04-00
Top Dead TCDL Vert 20.00 20.00 30-05-08 43-04-00 11-04-00 6-06-01
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -5200 18-08-13 10-11-06 -1625.0 12.5
Top Live Steeple @ 90 Deg Vert 6000 24-07-03 10-11-06 1875.0 12.5
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: GDR3
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341939
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
2x4
4x7
4x7 2x4 4x7
4x7
2x4
6x6 =
5x7 4x7 5x7
6x6 =
1.5x3
1.5x3
1.5x3
2x4 2x4
1.5x3
1.5x3
1.5x3
1
-0
-
4 1
-0
-4
8
4-
1
0
-
4
139-
1
5
1
12
4-
9
-
9
1810
-
9
7
2-
5
-
8
5-
8
-
3
5-
8
-
2
11
-
4
-
0
14
15
16 17
19
20
1
7-6-7
7-6-7
2
7-6-6
15-0-13
3
6-7-3
21-8-0
4
6-7-3
28-3-2
5
7-6-6
35-9-8
6
7-6-8
43-4-0
7
8
12-4-14
12-4-14
9
9-3-2
21-8-0
10
9-3-4
30-11-3
11
12-4-13
43-4-0
12
43-4-0
2-Ply
4.5/12 -4.5/12
2.5/12 -2.5/12
Truss Weight = 724.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 4-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 28-03-03
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL #2
2x6 DFL 1800/1.8 6-12 8-2
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.66
Max CSI in BC PANEL 8 - 9 0.57
Max CSI in Web 8 - 16 0.97
...Mem... Ten Comp .CSI.
TC OH- 1 10 0 0.00
1- 2 264 701 0.63
2- 3 1169 6604 0.66
3- 4 1216 6706 0.30
4- 5 1216 6706 0.30
5- 6 1170 6603 0.65
6- 7 306 781 0.62
7-OH 10 0 0.00
BC OH- 8 3 0 0.00
8- 9 5008 960 0.57
9-10 6000 817 0.45
10-11 6001 817 0.45
11-12 5010 960 0.57
12-OH 3 0 0.00
Web 1-13 342 643 0.52
2-14 1705 19 0.18
2-16 1061 6770 0.76
3-10 1260 229 0.12
3-15 683 127 0.13
4-10 523 1412 0.20
5-10 1259 229 0.12
5-19 682 127 0.13
6-17 1027 6705 0.73
6-20 1705 20 0.18
7-18 383 797 0.47
8-13 302 573 0.52
8-16 1240 7299 0.97
9-14 1772 23 0.19
9-15 761 108 0.14
11-19 761 108 0.14
11-20 1772 24 0.19
12-17 1245 7309 0.96
12-18 299 575 0.47
13-16 575 215 0.05
14-15 14 195 0.02
17-18 665 252 0.06
19-20 14 196 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 5200 169 07-04 02-12 DFL 625
12 43-02-04 5199 169 07-04 02-12 DFL 625
Max Horiz = -545 / +545 at Joint 8
Max Horiz = -545 / +545 at Joint 12
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-08-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
WB 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.27) 8- 9
Vert DL L/120 L/999(-0.30) 8- 9
Vert CR L/240 L/903(-0.57) 8- 9
Horz LL 0.75in ( 0.15) @Jt12
Horz CR 1.25in ( 0.22) @Jt12
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-00-00 0 14-01-02 4
TC 2-00-00 14-01-02 29-02-14 8
TC 5-00-00 29-02-14 43-04-00 4
BC 8-09-00 0 43-04-00 6
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-01-08,-00-09), Jnt6(01-08,-00-09),
Jnt9(00-06,-01-14), Jnt11(-00-06,-01-14)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: GDR4
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341940
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
4x5 =
3x5
4x5 =
1.5x3
4x5 =8x8 =4x5 =
1758#1678#1686#1456#1476#
1-
8
-
1
3
1-
8
-
1
3
4-
8
-
1
1
3-11-0
3-11-0
2
3-11-0
7-10-0
3
3-11-0
11-9-0
4
3-11-0
15-8-0
5
6
2-9-4
2-9-4
7
5-0-12
7-10-0
8
5-0-12
12-10-12
9
2-9-4
15-8-0
10
15-8-0
2-Ply
4.5/12 -4.5/12
Truss Weight = 206.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x8 DFL 2250/2.0
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.22
Max CSI in BC PANEL 6 - 7 0.44
Max CSI in Web 8 - 3 0.58
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 111 71 0.19
2- 3 5 4392 0.22
3- 4 5 4392 0.22
4- 5 112 71 0.19
5-OH 5 0 0.00
BC OH- 6 0 0 0.00
6- 7 3319 0 0.44
7- 8 3319 0 0.44
8- 9 3319 0 0.39
9-10 3319 0 0.39
10-OH 0 0 0.00
Web 1- 6 77 218 0.02
2- 6 9 4115 0.31
2- 8 881 11 0.19
3- 8 2645 0 0.58
4- 8 909 10 0.20
4-10 9 4115 0.31
5-10 77 217 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1827 32 05-08 01-08 DFL 670
7 2-09-04 3741 0 05-08 01-12 DFL 703
9 12-10-12 2448 0 05-08 01-08 DFL 703
10 15-06-04 1937 46 05-08 01-08 DFL 670
Max Horiz = -84 / +84 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-10-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
Transfer loads:
BC 1758 9 3-04-00 Vert J22 @ -90 Deg
BC 1678 24 5-04-00 Vert J23 @ -90 Deg
BC 1686 32 7-04-00 Vert J24 @ -90 Deg
BC 1456 55 9-04-00 Vert J25 @ -90 Deg
BC 1476 62 11-04-00 Vert J26 @ -90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
BC 2x8, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.**
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
BC:3-04-00, 5, BC:5-04-00, 4, BC:7-04-00, 4
BC:9-04-00, 3, BC:11-04-00, 3
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.06) 8- 9
Vert DL L/120 L/999(-0.03) 8- 9
Vert CR L/240 L/999(-0.09) 8- 9
Horz LL 0.75in ( 0.01) @Jt10
Horz CR 1.25in ( 0.01) @Jt10
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-06-00 0 15-08-00 4
BC 7-10-00 0 15-08-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-04,-00-02), Jnt4(00-04,-00-02),
Jnt8(0,-01-13)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: GDR5
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341941
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
4x5 =
3x5
4x5 =
1.5x3
4x5 =8x8 =4x5 =
1476#1456#1686#1678#1758#
1-
8
-
1
3
1-
8
-
1
3
4-
8
-
1
1
3-11-0
3-11-0
2
3-11-0
7-10-0
3
3-11-0
11-9-0
4
3-11-0
15-8-0
5
6
2-9-4
2-9-4
7
5-0-12
7-10-0
8
5-0-12
12-10-12
9
2-9-4
15-8-0
10
15-8-0
2-Ply
4.5/12 -4.5/12
Truss Weight = 206.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x8 DFL 2250/2.0
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.22
Max CSI in BC PANEL 8 - 9 0.44
Max CSI in Web 8 - 3 0.58
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 112 71 0.19
2- 3 5 4392 0.22
3- 4 5 4392 0.22
4- 5 111 71 0.19
5-OH 5 0 0.00
BC OH- 6 0 0 0.00
6- 7 3319 0 0.39
7- 8 3319 0 0.39
8- 9 3319 0 0.44
9-10 3319 0 0.44
10-OH 0 0 0.00
Web 1- 6 77 217 0.02
2- 6 9 4115 0.31
2- 8 909 11 0.20
3- 8 2645 0 0.58
4- 8 881 10 0.19
4-10 9 4115 0.31
5-10 77 218 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1937 46 05-08 01-08 DFL 670
7 2-09-04 2448 0 05-08 01-08 DFL 703
9 12-10-12 3741 0 05-08 01-12 DFL 703
10 15-06-04 1827 32 05-08 01-08 DFL 670
Max Horiz = -84 / +84 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-10-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
Transfer loads:
BC 1476 62 4-04-00 Vert J26 @ -90 Deg
BC 1456 55 6-04-00 Vert J25 @ -90 Deg
BC 1686 32 8-04-00 Vert J24 @ -90 Deg
BC 1678 24 10-04-00 Vert J23 @ -90 Deg
BC 1758 9 12-04-00 Vert J22 @ -90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
BC 2x8, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.**
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
BC:4-04-00, 3, BC:6-04-00, 3, BC:8-04-00, 4
BC:10-04-00, 4, BC:12-04-00, 5
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.06) 8- 9
Vert DL L/120 L/999(-0.03) 8- 9
Vert CR L/240 L/999(-0.09) 8- 9
Horz LL 0.75in ( 0.01) @Jt10
Horz CR 1.25in ( 0.01) @Jt10
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-06-00 0 15-08-00 4
BC 7-10-00 0 15-08-00 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-04,-00-02), Jnt4(00-04,-00-02),
Jnt8(0,-01-13)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: GDR6
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341942
TID:199573
Date:08 / 07 / 23
Page:1 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
4x4 =
4x5 =
4x4 =
4x5 =5x6 =
6x8
2x4
2x6 6x10-18 3x4
=5x8-18 3x4
=4x5 =8x8 =6x8 6x10
3x4 =
2x4
1.5x3
1.5x3
1.5x4
1.5x4
1.5x3
1.5x3
1.5x4 1.5x4
1.5x3
1.5x4
3x3 =
1.5x3
3x3 =
2x4
45#
45#
-15#
-15#
158#
158#
262#
262#432#
432#674#
674#794#
794#914#
914#1034#
1034#1155#
1155#1275#
1275#1395#
1395#1516#
1515#
1636#1635#577#
577#
34#
34#
54#
54#
2-1-7
18
10
-
1
1
-
8
201-
7
-
1
4
9
1-
8
-
1
3
12
-
7
-
6
19
21 22
23 24
25 26
27 28
29 30
1
6-10-2
6-10-2
2
6-10-2
13-8-4
3
6-10-2
20-6-6
5
6-10-2
27-4-8
7
6-10-2
34-2-10
8
6-10-2
41-0-12
9
10
6-10-2
6-10-2
11
6-10-2
13-8-4
12
6-10-2
20-6-6
14
6-10-2
27-4-8
15
6-10-2
34-2-10
17
6-10-2
41-0-12
18
4 6
13 16
41-0-12
3-Ply
3.18/12
Truss Weight = 1299.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 1-00-00 o.c. Plies: 3
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x6 DFL 1800/1.8
2x4 DFL Standard 10-1 12-3
14-5
2x8 DFL 2250/2.0 1-11 30-20
2x4 DFL #2 2-12 3-14 11-2
18-9
2x4 DFL 2400/2.0 5-15 15-7
17-8
2x6 DFL 2400/2.0 28-29
SB 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.35
Max CSI in BC PANEL 12 - 13 0.64
Max CSI in Web 26 - 27 0.87
...Mem... Ten Comp .CSI.
TC OH- 1 34 0 0.03
1- 2 1772 19348 0.30
2- 3 1944 22330 0.35
3- 4 1859 21171 0.27
4- 5 1865 21126 0.27
5- 6 1570 17404 0.20
6- 7 1573 17339 0.17
7- 8 866 9394 0.09
8- 9 63 372 0.06
9-OH 0 2 0.00
BC OH-10 0 0 0.00
10-11 670 315 0.07
11-12 20162 1953 0.60
12-13 22792 2118 0.64
13-14 22792 2118 0.64
14-15 20469 1936 0.57
15-16 15857 1632 0.44
16-17 15857 1632 0.45
17-18 8798 1167 0.25
18-OH 0 0 0.00
Web 1-10 916 9312 0.37
1-19 19039 1731 0.66
2-21 342 3452 0.29
2-22 3452 220 0.39
3-23 523 640 0.14
3-24 102 1170 0.08
5-25 3278 233 0.61
5-26 337 4476 0.59
7-27 8945 636 0.85
7-28 744 9884 0.39
8-29 12597 866 0.52
8-30 1029 13600 0.68
...Mem... Ten Comp .CSI.
9-20 73 94 0.36
11-19 20252 1952 0.68
11-21 351 3547 0.29
12-22 2864 170 0.35
12-23 100 1024 0.10
14-24 257 2837 0.12
14-25 1702 100 0.38
15-26 531 6839 0.84
15-27 4973 330 0.74
17-28 858 11494 0.54
17-29 9089 614 0.42
18-20 242 3078 0.68
18-30 1195 16528 0.85
19-21 259 1396 0.03
20-30 1132 526 0.63
21-22 326 1832 0.03
22-23 292 1524 0.27
23-24 233 1450 0.03
24-25 345 406 0.50
26-27 1509 192 0.87
28-29 1206 210 0.86
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
10 01-12 9410 922 05-08 03-06 DFL 625
18 40-11-00 17095 1200 05-08 HGR DFL 625
Max Horiz = -666 / +193 at Joint 10
Max Horiz = -666 / +193 at Joint 18
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [41-00-12] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
Transfer loads:
TC 45 -27 2-04-14 Vert J01 @ 135 Deg
TC 45 -27 2-04-14 Vert J01 @ -135 Deg
TC 158 -28 5-02-13 Vert J02 @ 135 Deg
TC 158 -28 5-02-13 Vert J02 @ -135 Deg
TC 262 -50 8-00-12 Vert J03 @ 135 Deg
TC 262 -50 8-00-12 Vert J03 @ -135 Deg
BC 12 -15 2-04-14 Vert J01 @ 135 Deg
BC 12 -15 2-04-14 Vert J01 @ -135 Deg
Transfer loads:
Web 34 -6 5-02-13 Vert J02 @ 90 Deg
Web 34 -6 5-02-13 Vert J02 @ 90 Deg
Web 54 10 8-00-12 Vert J03 @ 90 Deg
Web 54 10 8-00-12 Vert J03 @ 90 Deg
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.38) 12-14
Vert DL L/120 L/999(-0.18) 12-14
Vert CR L/240 L/874(-0.56) 12-14
Horz LL 0.75in ( 0.11) @Jt18
Horz CR 1.25in ( 0.16) @Jt18
Ohng CR 2L/240 2L/999(-0.00) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-07-00 -2-01-07 41-00-12 9
BC 8-02-00 0 41-00-12 6
------- Web Bracing -- CLR -----------
Single: 8-18
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt7(-00-09,-00-02),
Jnt8(-01-02,-00-05), Jnt11(-01-08,0),
Jnt16(0,01-04), Jnt17(-00-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: GDR6
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341942
TID:199573
Date:08 / 07 / 23
Page:2 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Web 432 -42 10-10-11 Vert J04 @ 135 Deg
Web 432 -42 10-10-11 Vert J04 @ -135 Deg
Web 577 -46 13-10-00 Vert J05 @ 90 Deg
Web 577 -46 13-10-00 Vert J05 @ 90 Deg
Web 674 -58 16-06-09 Vert J06 @ 135 Deg
Web 674 -58 16-06-09 Vert J06 @ -135 Deg
Web 794 -66 19-04-08 Vert J07 @ 135 Deg
Web 794 -66 19-04-08 Vert J07 @ -135 Deg
Web 914 -74 22-02-07 Vert J08 @ 135 Deg
Web 914 -74 22-02-07 Vert J08 @ -135 Deg
Web 1034 -82 25-00-06 Vert J09 @ 135 Deg
Web 1034 -82 25-00-06 Vert J09 @ -135 Deg
Web 1155 -89 27-10-05 Vert J10 @ -135 Deg
Web 1155 -89 27-10-05 Vert J10 @ 135 Deg
Web 1275 -97 30-08-04 Vert J11 @ 135 Deg
Web 1275 -97 30-08-04 Vert J11 @ -135 Deg
Web 1395 -105 33-06-03 Vert J12 @ 135 Deg
Web 1395 -105 33-06-03 Vert J12 @ -135 Deg
Web 1516 -113 36-04-03 Vert J20 @ 135 Deg
Web 1515 -113 36-04-03 Vert J13 @ -135 Deg
Web 1636 -121 39-02-02 Vert J21 @ 135 Deg
Web 1635 -121 39-02-02 Vert J14 @ -135 Deg
3-PLY TRUSS Fastener Spacing
Fasten through all plys as follows (rows staggered):
TC 2x6, 2-row(s) of Simpson SDS25412 Screws @ 24.0" o.c.
BC 2x6, 2-row(s) of Simpson SDS25412 Screws @ 24.0" o.c.
WB 2x4, 1-row(s) of Simpson SDS25412 Screws @ 9.0" o.c.
WB 2x6, 2-row(s) of Simpson SDS25412 Screws @ 9.0" o.c.**
WB 2x8, 2-row(s) of Simpson SDS25412 Screws @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that
transfer the load to all plies):
WB:39-02-02, 1
Web members contain point loads.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Loads Summary (Continued)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: GDR7
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341943
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x10
4x4 =
4x4 =
4x4 =
4x5 =
4x5 =
4x6
4x4 =
4x4 =
4x5 =4x4 =
6x8
2x4 4x5 =
4x10
4x4 =
4x4 =
4x4 =4x5 =
4x5 =
4x6
4x4 =
4x4 =
5x12
1800#
1-6-0 3-0-0
4-
6
-
7
14
-
6
-
3
1-
8
-
1
3
1-
1
0
-
1
4
17
-
9
-
5
1
4-10-6
4-10-6
2
4-10-6
9-8-12
3
4-10-6
14-7-2
4
4-10-6
19-5-8
6
4-10-6
24-3-14
7
4-11-6
29-3-4
8
3-2-15
32-6-3
9
3-3-14
35-10-2
11
3-11-2
39-9-4
12
13
4-10-6
4-10-6
15
4-10-6
9-8-12
16
4-10-6
14-7-2
17
4-10-6
19-5-8
18
4-10-6
24-3-14
20
4-11-6
29-3-4
21
3-2-15
32-6-3
22
3-3-14
35-10-2
23
3-3-14
39-2-0
24
7-4
39-9-4
5 10
14 19
39-9-4
2-Ply
4.5/12
4.5/12
Truss Weight = 575.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = No
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
BB 2x8 2.0E Microllam LVL Truss
Chord
Member Forces Summary
Max CSI in TC PANEL 7 - 8 0.50
Max CSI in BC PANEL 21 - 22 0.50
Max CSI in Web 1 - 15 0.84
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.06
1- 2 1021 4170 0.14
2- 3 1454 6259 0.22
3- 4 1455 6292 0.23
4- 5 1065 4294 0.16
5- 6 1075 4204 0.15
6- 7 314 327 0.08
7- 8 5685 1341 0.50
8- 9 3531 1266 0.40
9-10 1682 1903 0.10
10-11 1699 1891 0.10
11-12 1477 2971 0.08
12-OH 0 109 0.20
BC OH-13 4 0 0.00
13-14 335 801 0.07
14-15 353 792 0.07
15-16 4102 1592 0.26
16-17 6184 1830 0.36
17-18 6229 1660 0.35
18-19 4205 1110 0.24
19-20 4232 1105 0.24
20-21 345 217 0.21
21-22 1320 5721 0.50
22-23 1827 3541 0.13
23-24 2503 1655 0.09
Web 1-13 486 1559 0.09
1-15 3839 864 0.84
2-15 332 1065 0.06
2-16 1987 354 0.44
3-16 161 491 0.03
3-17 292 279 0.06
4-17 182 0 0.04
4-18 516 1881 0.15
6-18 652 94 0.14
6-20 905 3937 0.31
7-20 1115 175 0.24
7-21 1132 5239 0.41
8-21 368 1536 0.09
8-22 2048 405 0.45
...Mem... Ten Comp .CSI.
9-22 239 966 0.05
9-23 1890 393 0.41
11-23 211 725 0.04
11-24 1046 189 0.23
12-24 1633 422 0.36
BBK 12-24 240 2020 0.37
12-24 199 2275 0.36
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
13 01-12 1632 124 05-08 01-08 DFL 625
21 29-03-04 3431 233 05-14 01-11 DFL 667
24 39-05-10 2020 240 07-04 01-08 DFL 625
Max Horiz = -11 / +484 at Joint 13
Max Horiz = -11 / +484 at Joint 24
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [39-09-04] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
User loads:
TC 1800 -59 39-08-00 Vert User @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.**
BC 2x6, 2-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
TC:39-08-00, 6
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lateral forces from the bearing wall, if applicable, have not been
considered in the design of the web(s) extended down to a bearing below
the bottom chord. This condition may require additional design
considerations and must be approved by the Building Designer.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.30) 16-17
Vert DL L/120 L/999(-0.15) 16-17
Vert CR L/240 L/771(-0.45) 16-17
Horz LL 0.75in ( 0.47) @Jt12
Horz CR 1.25in ( 0.48) @Jt12
Ohng CR 2L/240 2L/999(-0.00) 1- 1
Ohng CR 2L/240 2L/999(-0.03) 12-12
DPL LL L/120 L/194(-0.29) 25-25
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-10-00 -1-06-00 42-09-04 9
BC 8-04-00 0 39-02-00 6
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-14,00-11), Jnt12(01-15,01-04),
Jnt15(-01-03,-00-07), Jnt24(04-00,00-06)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J01
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341944
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
1.5x3
1-6-0
4-
1
1
1-
8
-
1
3
1-
1
0
-
1
4
2-
3
-
9
1
1-6-1
1-6-1
2
3
1-6-1
1-6-1
4
4.5/12
4.5/12
Truss Weight = 11.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 1 0.11
Max CSI in BC PANEL 3 - 4 0.04
Max CSI in Web 3 - 1 0.54
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 15 62 0.10
BC OH- 3 4 0 0.00
3- 4 18 21 0.04
Web 1- 3 298 375 0.54
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 402 4 05-08 01-08 DFL 625
4 1-06-01 53 13 01-10 01-08 DFL 625
2 1-06-01 45 69 01-10 01-08 DFL 625
Max Horiz = -5 / +52 at Joint 3
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [1-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 3- 4
Vert DL L/120 L/999(-0.00) 3- 4
Vert CR L/240 L/999(-0.00) 3- 4
Horz LL 0.75in ( 0.01) @Jt 2
Horz CR 1.25in ( 0.01) @Jt 2
Ohng CR 2L/240 2L/999( 0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-02-00 -1-06-00 1-06-01 2
BC 1-07-00 0 1-06-01 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J02
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341945
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
1.5x3
2x4
1-6-0
1-
1
-
1
1
1-
8
-
1
3
1-
1
0
-
1
4
3-
0
-
9
1
3-6-1
3-6-1
2
3
2-0-3
2-0-3
4
1-5-14
3-6-1
5
3-6-1
4.5/12
4.5/12
Truss Weight = 23.2 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 1 0.11
Max CSI in BC PANEL 3 - 4 0.07
Max CSI in Web 3 - 1 0.11
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 61 73 0.11
BC OH- 3 4 0 0.00
3- 4 44 192 0.07
4- 5 47 24 0.06
Web 1- 3 280 380 0.11
1- 4 190 41 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 417 0 05-08 01-08 DFL 625
5 3-06-01 133 5 01-10 01-08 DFL 625
2 3-06-01 174 27 01-10 01-08 DFL 625
Max Horiz = -5 / +73 at Joint 3
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [3-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 3- 4
Vert DL L/120 L/999(-0.00) 3- 4
Vert CR L/240 L/999(-0.00) 3- 4
Horz LL 0.75in ( 0.00) @Jt 2
Horz CR 1.25in ( 0.00) @Jt 2
Ohng CR 2L/240 2L/999( 0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-04-00 -1-06-00 3-06-01 2
BC 3-08-00 0 3-06-01 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J03
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341946
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
1.5x3
2x4
1-6-0
1-
1
0
-
1
1
1-
8
-
1
3
1-
1
0
-
1
4
3-
9
-
9
1
5-6-1
5-6-1
2
3
2-0-3
2-0-3
4
3-5-14
5-6-1
5
5-6-1
4.5/12
4.5/12
Truss Weight = 31.6 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.21
Max CSI in BC PANEL 3 - 4 0.15
Max CSI in Web 3 - 1 0.10
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 91 103 0.21
BC OH- 3 4 0 0.00
3- 4 45 222 0.15
4- 5 61 20 0.15
Web 1- 3 259 464 0.10
1- 4 229 52 0.07
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 521 0 05-08 01-08 DFL 625
5 5-06-01 176 0 01-10 01-08 DFL 625
2 5-06-01 261 49 01-10 01-08 DFL 625
Max Horiz = -5 / +94 at Joint 3
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [5-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 4- 5
Vert DL L/120 L/999(-0.01) 4- 5
Vert CR L/240 L/999(-0.02) 4- 5
Horz LL 0.75in ( 0.01) @Jt 2
Horz CR 1.25in ( 0.02) @Jt 2
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-08-00 -1-06-00 5-06-01 3
BC 5-10-00 0 5-06-01 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J04
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341947
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
5x7
1.5x3
4x12
1-6-0
2-
1
2-
5
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
4-
6
-
9
1
7-6-1
7-6-1
2
3
7-0-9
7-0-9
4
5-8
7-6-1
7-6-1
4.5/12
4.5/12
Truss Weight = 55.1 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.35
Max CSI in BC PANEL 3 - 4 0.23
Max CSI in Web 3 - 1 0.13
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 34 329 0.35
BC OH- 3 4 0 0.00
3- 4 93 302 0.23
Web 1- 3 343 559 0.13
1- 4 201 0 0.09
2- 4 380 465 0.12
BBK 2- 4 206 396 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
3 01-12 630 43 05-08 01-08 DFL 625
4 7-05-05 431 42 01-08 HGR DFL 1750
Max Horiz = -22 / +95 at Joint 3
Max Horiz = -22 / +95 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.03) 3- 4
Vert DL L/120 L/999(-0.03) 3- 4
Vert CR L/240 L/999(-0.06) 3- 4
Horz LL 0.75in ( 0.00) @Jt 2
Horz CR 1.25in ( 0.00) @Jt 2
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-09-00 -1-06-00 7-06-01 3
BC 7-06-00 0 7-00-09 2
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(01-08,00-09), Jnt4(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J05
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341948
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
1.5x3
4x4 =
1.5x3
4x4 =
4x4 =
1-6-0
3-
4
-
1
1
1-
8
-
1
3
1-
1
0
-
1
4
5-
3
-
9
1
4-7-3
4-7-3
2
4-10-14
9-6-1
3
4
9-6-1
9-6-1
5
4.5/12
4.5/12
Truss Weight = 60.5 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.15
Max CSI in BC PANEL 4 - 5 0.36
Max CSI in Web 4 - 2 0.48
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 95 78 0.13
2- 3 73 91 0.15
3-OH 0 12 0.00
BC OH- 4 4 0 0.00
4- 5 886 672 0.36
5-OH 0 9 0.00
Web 1- 4 239 394 0.09
2- 4 403 976 0.48
2- 5 604 802 0.33
3- 5 148 241 0.07
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 731 9 05-08 01-08 DFL 625
5 9-02-05 577 45 01-10 HGR DFL 625
Max Horiz = -22 / +114 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [9-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.09) 4- 5
Vert DL L/120 L/999(-0.09) 4- 5
Vert CR L/240 L/612(-0.18) 4- 5
Horz LL 0.75in ( 0.01) @Jt 5
Horz CR 1.25in ( 0.01) @Jt 5
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-10-00 -1-06-00 9-06-01 3
BC 5-00-00 0 9-06-01 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J06
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341949
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x6
4x4 =
5x7
1.5x3
4x6
4x12
1-6-0
2-
1
3-
1
1
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
6-
0
-
9
1
5-9-1
5-9-1
2
5-9-1
11-6-1
3
4
5-9-1
5-9-1
5
5-3-9
11-0-9
6
5-8
11-6-1
11-6-1
4.5/12
4.5/12
Truss Weight = 80.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.30
Max CSI in BC PANEL 5 - 6 0.19
Max CSI in Web 1 - 5 0.63
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 468 1606 0.30
2- 3 54 339 0.17
BC OH- 4 4 0 0.00
4- 5 118 335 0.16
5- 6 1542 697 0.19
Web 1- 4 322 791 0.12
1- 5 1432 330 0.63
2- 5 182 281 0.06
2- 6 558 1206 0.58
3- 6 143 171 0.04
BBK 3- 6 262 640 0.01
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 863 59 05-08 01-08 DFL 625
6 11-05-05 673 57 01-08 HGR DFL 1750
Max Horiz = -22 / +135 at Joint 4
Max Horiz = -22 / +135 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.05) 5- 6
Vert DL L/120 L/999(-0.03) 4- 5
Vert CR L/240 L/999(-0.08) 4- 5
Horz LL 0.75in ( 0.01) @Jt 3
Horz CR 1.25in ( 0.01) @Jt 3
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-07-00 -1-06-00 11-06-01 4
BC 5-10-00 0 11-00-09 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(01-08,00-09), Jnt6(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J07
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341950
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x6
4x4 =
5x7
1.5x3
4x6
4x12
1-6-0
2-
1
4-
8
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
6-
9
-
9
1
6-9-1
6-9-1
2
6-9-1
13-6-1
3
4
6-9-1
6-9-1
5
6-3-9
13-0-9
6
5-8
13-6-1
13-6-1
4.5/12
4.5/12
Truss Weight = 92.6 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.64
Max CSI in BC PANEL 5 - 6 0.27
Max CSI in Web 1 - 5 0.88
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 620 2209 0.64
2- 3 66 432 0.24
BC OH- 4 4 0 0.00
4- 5 137 367 0.21
5- 6 2136 881 0.27
Web 1- 4 357 896 0.13
1- 5 1997 474 0.88
2- 5 218 334 0.07
2- 6 712 1700 0.36
3- 6 195 238 0.06
BBK 3- 6 293 770 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 981 67 05-08 01-08 DFL 625
6 13-05-05 793 65 01-08 HGR DFL 1750
Max Horiz = -22 / +156 at Joint 4
Max Horiz = -22 / +156 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [13-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.10) 5- 6
Vert DL L/120 L/999(-0.05) 4- 5
Vert CR L/240 L/999(-0.15) 4- 5
Horz LL 0.75in ( 0.01) @Jt 3
Horz CR 1.25in ( 0.02) @Jt 3
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-04-00 -1-06-00 13-06-01 4
BC 6-11-00 0 13-00-09 3
------- Web Bracing -- CLR -----------
Single: 2- 6
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(01-08,00-09), Jnt6(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J08
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341951
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x6
4x5 =
5x7
1.5x3
5x5 =
4x12
1-6-0
2-
1
5-
5
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
7-
6
-
9
1
7-9-1
7-9-1
2
7-9-1
15-6-1
3
4
7-9-1
7-9-1
5
7-3-9
15-0-9
6
5-8
15-6-1
15-6-1
4.5/12
4.5/12
Truss Weight = 104.1 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-5 2-6
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.72
Max CSI in BC PANEL 5 - 6 0.36
Max CSI in Web 2 - 6 0.55
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 771 2936 0.72
2- 3 75 530 0.29
BC OH- 4 4 0 0.00
4- 5 156 396 0.26
5- 6 2853 1060 0.36
Web 1- 4 388 1004 0.13
1- 5 2686 618 0.51
2- 5 246 385 0.08
2- 6 862 2311 0.55
3- 6 254 317 0.08
BBK 3- 6 315 901 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 1100 75 05-08 01-08 DFL 625
6 15-05-05 914 73 01-08 HGR DFL 1750
Max Horiz = -22 / +177 at Joint 4
Max Horiz = -22 / +177 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [15-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.17) 5- 6
Vert DL L/120 L/999(-0.09) 4- 5
Vert CR L/240 L/720(-0.25) 4- 5
Horz LL 0.75in ( 0.02) @Jt 3
Horz CR 1.25in ( 0.02) @Jt 3
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-06-00 -1-06-00 15-06-01 5
BC 8-00-00 0 15-00-09 3
------- Web Bracing -- CLR -----------
Single: 2- 6
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(01-08,00-09), Jnt6(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J09
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341952
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x7
5x5 =
5x5 =
5x7
1.5x3
5x6 =
4x12
1-6-0
2-
1
6-
2
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
8-
3
-
9
1
8-9-1
8-9-1 2
8-9-1
17-6-1 4
5
8-9-1
8-9-1
6
8-3-9
17-0-9
7
5-8
17-6-1
3
17-6-1
4.5/12
4.5/12
Truss Weight = 118.3 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-6 2-7
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.98
Max CSI in BC PANEL 6 - 7 0.48
Max CSI in Web 2 - 7 0.90
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 900 3735 0.98
2- 3 75 648 0.38
3- 4 85 435 0.28
BC OH- 5 4 0 0.00
5- 6 175 420 0.33
6- 7 3643 1213 0.48
Web 1- 5 412 1109 0.14
1- 6 3447 742 0.66
2- 6 268 438 0.08
2- 7 983 2975 0.90
4- 7 327 425 0.10
BBK 4- 7 332 1045 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
5 01-12 1219 83 05-08 01-08 DFL 625
7 17-05-05 1034 81 01-08 HGR DFL 1750
Max Horiz = -22 / +198 at Joint 5
Max Horiz = -22 / +198 at Joint 7
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [17-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/740(-0.28) 6- 7
Vert DL L/120 L/999(-0.15) 5- 6
Vert CR L/240 L/494(-0.42) 5- 6
Horz LL 0.75in ( 0.02) @Jt 4
Horz CR 1.25in ( 0.03) @Jt 4
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-03-00 -1-06-00 17-06-01 5
BC 9-01-00 0 17-00-09 3
------- Web Bracing -- CLR -----------
Single: 2- 7
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt4(01-08,00-09), Jnt7(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J10
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341953
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x7
8x8 =
5x7
1.5x3
10x10 =
4x12
1-6-0
2-
1
6-
1
1
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
9-
0
-
9
1
9-9-1
9-9-1
2
9-9-1
19-6-1
3
4
9-9-1
9-9-1
5
9-3-9
19-0-9
6
5-8
19-6-1
19-6-1
4.5/12
4.5/12
Truss Weight = 136.7 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-5
2x4 DFL 1800/1.8 2-6
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 1.00
Max CSI in BC PANEL 5 - 6 0.57
Max CSI in Web 2 - 6 0.94
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1016 4652 1.00
2- 3 102 770 0.47
BC OH- 4 4 0 0.00
4- 5 194 442 0.36
5- 6 4545 1347 0.57
Web 1- 4 432 1217 0.15
1- 5 4326 855 0.83
2- 5 285 488 0.09
2- 6 1091 3749 0.94
3- 6 404 542 0.13
BBK 3- 6 339 1187 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 1338 91 05-08 01-08 DFL 625
6 19-05-05 1154 88 01-08 HGR DFL 1750
Max Horiz = -22 / +219 at Joint 4
Max Horiz = -22 / +219 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [19-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/542(-0.43) 5- 6
Vert DL L/120 L/999(-0.22) 4- 5
Vert CR L/240 L/361(-0.64) 4- 5
Horz LL 0.75in ( 0.03) @Jt 3
Horz CR 1.25in ( 0.05) @Jt 3
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-02-00 -1-06-00 19-06-01 8
BC 6-09-00 0 19-00-09 4
------- Web Bracing -- CLR -----------
Single: 2- 6
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-08,01-06), Jnt3(01-08,00-09),
Jnt5(00-03,-00-07), Jnt6(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J11
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341954
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x8
4x4 =
4x6
5x7
5x7
1.5x4
6x8
5x8-18
4x4 =
4x12
1-6-0
2-
1
7-
8
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
9-
9
-
9
1
7-2-0
7-2-0
2
7-2-0
14-4-1
4
7-2-0
21-6-1
5
6
7-2-0
7-2-0
7
7-2-0
14-4-1
9
6-8-8
21-0-9
10
5-8
21-6-1
3
8
21-6-1
4.5/12
4.5/12
Truss Weight = 151.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL #2 1-7 2-9
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.98
Max CSI in BC PANEL 8 - 9 0.57
Max CSI in Web 4 - 10 0.91
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1032 4707 0.98
2- 3 1079 4702 0.92
3- 4 1088 4525 0.80
4- 5 85 632 0.27
BC OH- 6 4 0 0.00
6- 7 199 471 0.23
7- 8 4584 1316 0.55
8- 9 4619 1307 0.57
9-10 4609 1346 0.51
Web 1- 6 445 1364 0.16
1- 7 4366 860 0.84
2- 7 277 743 0.09
2- 9 315 315 0.27
4- 9 274 0 0.11
4-10 1111 3855 0.91
5-10 232 223 0.07
BBK 5-10 377 1251 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1457 99 05-08 01-09 DFL 625
10 21-05-05 1274 96 01-08 HGR DFL 1750
Max Horiz = -22 / +240 at Joint 6
Max Horiz = -22 / +240 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/640(-0.40) 7- 9
Vert DL L/120 L/999(-0.20) 7- 9
Vert CR L/240 L/424(-0.60) 7- 9
Horz LL 0.75in ( 0.05) @Jt 5
Horz CR 1.25in ( 0.07) @Jt 5
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-01-00 -1-06-00 21-06-01 7
BC 7-05-00 0 21-00-09 4
------- Web Bracing -- CLR -----------
Single: 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(01-08,00-09),
Jnt7(-00-04,-00-01), Jnt10(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 4 Truss: J12
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341955
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
4x6
4x12
5x7
1.5x4
6x10
5x8-18
4x4 =
4x12
1-6-0
2-
1
8-
5
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
10
-
6
-
9
1
7-10-0
7-10-0
2
7-10-0
15-8-1
4
7-10-0
23-6-1
5
6
7-10-0
7-10-0 7
7-10-0
15-8-1 9
7-4-8
23-0-9 10
5-8
23-6-1
3
8
23-6-1
4.5/12
4.5/12
Truss Weight = 170.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-7
2x4 DFL #2 2-9 4-10
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.99
Max CSI in BC PANEL 8 - 9 0.67
Max CSI in Web 4 - 10 0.90
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1220 5716 0.99
2- 3 1259 5624 0.88
3- 4 1265 5399 0.60
4- 5 98 718 0.32
BC OH- 6 4 0 0.00
6- 7 218 504 0.27
7- 8 5576 1532 0.61
8- 9 5620 1526 0.67
9-10 5520 1539 0.61
Web 1- 6 474 1483 0.18
1- 7 5335 1036 0.47
2- 7 300 814 0.10
2- 9 311 391 0.11
4- 9 304 0 0.12
4-10 1280 4660 0.90
5-10 276 282 0.08
BBK 5-10 396 1379 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1577 107 05-08 01-11 DFL 625
10 23-05-05 1394 104 01-08 HGR DFL 1750
Max Horiz = -22 / +261 at Joint 6
Max Horiz = -22 / +261 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [23-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/547(-0.51) 7- 9
Vert DL L/120 L/999(-0.26) 7- 9
Vert CR L/240 L/362(-0.77) 7- 9
Horz LL 0.75in ( 0.06) @Jt 5
Horz CR 1.25in ( 0.09) @Jt 5
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-06-00 -1-06-00 23-06-01 8
BC 8-02-00 0 23-00-09 4
------- Web Bracing -- CLR -----------
Single: 2- 9
------- Web Bracing -- CLR -----------
Double: 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt4(02-02,00-13),
Jnt5(01-08,00-09), Jnt7(-01-03,-00-07),
Jnt10(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J13
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341956
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
6x12
4x4 =
4x64x12
5x7
1.5x4
6x10
5x8-18
4x4 =
5x12
1-6-0
2-
1
9-
2
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
11
-
3
-
9
1
8-4-3
8-4-3
2
8-4-3
16-8-6
4
8-9-11
25-6-1
5
6
8-4-3
8-4-3
7
8-4-3
16-8-6
9
8-4-3
25-0-9
10
5-8
25-6-1
3
8
25-6-1
4.5/12
4.5/12
Truss Weight = 190.6 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-7 4-10
2x4 DFL #2 2-9
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.98
Max CSI in BC PANEL 8 - 9 0.77
Max CSI in Web 4 - 10 0.77
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1393 6641 0.98
2- 3 1494 6819 0.85
3- 4 1496 6543 0.66
4- 5 106 791 0.41
BC OH- 6 4 0 0.00
6- 7 235 537 0.30
7- 8 6489 1733 0.68
8- 9 6540 1729 0.77
9-10 6711 1793 0.72
Web 1- 6 500 1595 0.19
1- 7 6221 1197 0.54
2- 7 323 900 0.11
2- 9 453 314 0.10
4- 9 321 0 0.13
4-10 1515 5767 0.77
5-10 336 347 0.10
BBK 5-10 401 1477 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1696 115 05-08 01-13 DFL 625
10 25-05-05 1514 112 01-08 HGR DFL 1750
Max Horiz = -22 / +282 at Joint 6
Max Horiz = -22 / +282 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [25-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/462(-0.66) 7- 9
Vert DL L/120 L/910(-0.33) 7- 9
Vert CR L/240 L/306(-0.99) 7- 9
Horz LL 0.75in ( 0.08) @Jt 5
Horz CR 1.25in ( 0.12) @Jt 5
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-11-00 -1-06-00 25-06-01 10
BC 8-11-00 0 25-00-09 3
------- Web Bracing -- CLR -----------
Single: 2- 9 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(02-08,0), Jnt4(02-02,00-13),
Jnt5(01-08,00-09), Jnt7(-01-03,-00-07),
Jnt10(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J14
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341957
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18=
4x4 =
5x5 =
5x12
5x7
2x4
7x8-18 =
7x8-18 =
4x4 =
5x12
1-6-0
2-
1
9-
1
1
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
12
-
0
-
9
1
9-0-3
9-0-3 2
9-0-3
18-0-6 4
9-5-11
27-6-1 5
6
9-0-3
9-0-3
7
9-0-3
18-0-6
9
9-0-3
27-0-9
10
5-8
27-6-1
3
8
27-6-1
4.5/12
4.5/12
Truss Weight = 208.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 2400/2.0
2x6 DFL 1800/1.8 3-5
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-7 4-10
2x4 DFL #2 2-9
SB 2x4 DFL Standard
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 1.00
Max CSI in BC PANEL 8 - 9 0.88
Max CSI in Web 4 - 10 0.77
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.08
1- 2 1591 7724 1.00
2- 3 1694 7918 0.86
3- 4 1701 7661 0.81
4- 5 123 893 0.48
BC OH- 6 4 0 0.00
6- 7 253 571 0.35
7- 8 7566 1959 0.83
8- 9 7613 1949 0.88
9-10 7802 2015 0.84
Web 1- 6 527 1708 0.21
1- 7 7264 1383 0.64
2- 7 345 966 0.11
2- 9 491 338 0.12
4- 9 346 0 0.14
4-10 1709 6737 0.77
5-10 390 435 0.12
BBK 5-10 419 1612 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1816 123 05-08 01-15 DFL 625
10 27-05-05 1634 120 01-08 HGR DFL 1750
Max Horiz = -22 / +303 at Joint 6
Max Horiz = -22 / +303 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [27-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/379(-0.86) 7- 9
Vert DL L/120 L/746(-0.44) 7- 9
Vert CR L/240 L/251(-1.30) 7- 9
Horz LL 0.75in ( 0.10) @Jt 5
Horz CR 1.25in ( 0.15) @Jt 5
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-11-00 -1-06-00 27-06-01 11
BC 9-07-00 0 27-00-09 4
------- Web Bracing -- CLR -----------
Single: 2- 9
------- Web Bracing -- CLR -----------
Double: 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt4(02-02,00-13),
Jnt5(01-08,00-09), Jnt7(-00-04,-00-01),
Jnt8(-00-04,00-11), Jnt10(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J15
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341958
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x8-18
5x5 =
4x4 =
4x8 5x5 =
5x10
1.5x3
2x4
7x8-18 =
5x5 =6x16-18S5
4x4 =
5x5 =
5x8-18
1-6-0
10
-
1
0
-
9
1-
8
-
1
3
1-
1
0
-
1
4
12
-
9
-
7
1
5-10-5
5-10-5 2
5-10-5
11-8-10 3
5-10-5
17-7-0 5
5-10-5
23-5-5 6
6-0-5
29-5-10 7
8
5-10-5
5-10-5
9
5-10-5
11-8-10
10
5-10-5
17-7-0
12
5-10-5
23-5-5
13
6-0-5
29-5-10
14
4
11
29-5-10
4.5/12
4.5/12
Truss Weight = 219.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 6-14
2x4 DFL #2 2-10
Member Forces Summary
Max CSI in TC PANEL 3 - 4 1.00
Max CSI in BC PANEL 11 - 12 0.96
Max CSI in Web 2 - 10 0.52
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1335 6137 0.53
2- 3 1832 9008 0.93
3- 4 1840 8979 1.00
4- 5 1844 8813 0.84
5- 6 1386 6169 0.56
6- 7 88 111 0.20
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 256 597 0.17
9-10 6055 1763 0.69
10-11 8882 2191 0.94
11-12 8913 2186 0.96
12-13 8906 2162 0.93
13-14 6107 1616 0.58
14-OH 0 9 0.00
Web 1- 8 532 1842 0.22
1- 9 5704 1155 0.50
2- 9 368 1277 0.15
2-10 2723 486 0.52
3-10 190 560 0.07
3-12 331 341 0.22
5-12 217 0 0.09
5-13 640 2639 0.52
6-13 759 76 0.33
6-14 1501 5739 0.47
7-14 155 284 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1918 10 05-08 02-01 DFL 625
14 29-01-14 1777 123 05-14 01-14 DFL 625
Max Horiz = -22 / +323 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [29-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/393(-0.88) 10-12
Vert DL L/120 L/781(-0.45) 10-12
Vert CR L/240 L/261(-1.33) 10-12
Horz LL 0.75in ( 0.11) @Jt14
Horz CR 1.25in ( 0.16) @Jt14
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-09-00 -1-06-00 29-05-10 13
BC 7-10-00 0 29-05-10 5
------- Web Bracing -- CLR -----------
Single: 5-13 6-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt6(01-03,00-07),
Jnt9(-00-04,-00-01), Jnt11(-00-01,00-04),
Jnt14(-00-08,0)
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J16
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341959
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18=
4x4 =
5x5 =
4x8
4x12
2x4
2x6
2x4
7x8-18 =
7x8-18 =4x4 =
5x5 =
4x12
2x4
1-6-0
11
-
7
-
9
1-
8
-
1
3
1-
1
0
-
1
4
13
-
6
-
7
1
7-3-9
7-3-9
2
7-3-9
14-7-2
3
7-3-9
21-10-11
5
7-4-9
29-3-4
6
2-2-6
31-5-10
7
8
7-3-9
7-3-9
9
7-3-9
14-7-2
11
7-3-9
21-10-11
12
7-4-9
29-3-4
13
2-2-6
31-5-10
14
4
10
31-5-10
4.5/12
4.5/12
Truss Weight = 226.7 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 10-14
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 5-13
2x4 DFL #2 2-11 3-12
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.96
Max CSI in BC PANEL 9 - 10 0.79
Max CSI in Web 3 - 12 0.65
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1461 6933 0.75
2- 3 1727 8807 0.96
3- 4 1107 6042 0.62
4- 5 1127 5953 0.68
5- 6 105 150 0.62
6- 7 49 239 0.61
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 277 632 0.24
9-10 6827 1910 0.79
10-11 6839 1887 0.52
11-12 8692 2026 0.67
12-13 6005 1435 0.71
13-14 46 195 0.59
14-OH 0 9 0.00
Web 1- 8 524 1762 0.21
1- 9 6485 1268 0.57
2- 9 354 1119 0.13
2-11 1796 235 0.34
3-11 107 208 0.04
3-12 687 2620 0.65
5-12 458 0 0.20
5-13 1302 5562 0.61
6-13 456 1163 0.14
7-14 453 109 0.20
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1853 0 05-08 02-00 DFL 625
13 29-03-04 3050 215 05-14 02-13 DFL 715
14 31-01-14 71 967 01-10 01-08 DFL 670
Max Horiz = -22 / +344 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [31-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/400(-0.87) 9-11
Vert DL L/120 L/804(-0.43) 9-11
Vert CR L/240 L/267(-1.31) 9-11
Horz LL 0.75in ( 0.09) @Jt13
Horz CR 1.25in ( 0.13) @Jt13
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-08-00 -1-06-00 31-05-10 14
BC 8-04-00 0 31-05-10 5
------- Web Bracing -- CLR -----------
Single: 3-12 5-13
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(02-02,00-13),
Jnt7(0,01-01), Jnt9(-00-04,-00-01),
Jnt10(-00-04,00-11), Jnt13(-02-02,-00-13)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J17
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341960
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18=
4x4 =
4x6
4x8
4x12
2x4
2x4
2x4
7x8-18 =
8x18-18
4x6
4x12
2x4
1-6-0
12
-
4
-
9
1-
8
-
1
3
1-
1
0
-
1
4
14
-
3
-
7
1
7-3-9
7-3-9 2
7-3-9
14-7-2 3
7-3-9
21-10-11 5
7-4-9
29-3-4 6
4-2-6
33-5-10 7
8
7-3-9
7-3-9
9
7-3-9
14-7-2
10
7-3-9
21-10-11
11
7-4-9
29-3-4
12
4-2-6
33-5-10
13
4
33-5-10
4.5/12
4.5/12
Truss Weight = 242.5 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 10-13
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 5-12
2x4 DFL #2 2-10 3-11
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 9 - 10 0.81
Max CSI in Web 3 - 11 0.64
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1459 6979 0.76
2- 3 1737 8921 0.98
3- 4 1105 6182 0.63
4- 5 1125 6093 0.70
5- 6 114 159 0.57
6- 7 37 163 0.56
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 292 664 0.25
9-10 6886 1941 0.81
10-11 8770 2051 0.66
11-12 6139 1384 0.65
12-13 33 93 0.54
13-OH 0 9 0.00
Web 1- 8 523 1770 0.21
1- 9 6529 1265 0.57
2- 9 355 1123 0.13
2-10 1862 225 0.35
3-10 105 203 0.04
3-11 672 2560 0.64
5-11 467 4 0.20
5-12 1262 5710 0.63
6-12 388 936 0.12
7-13 141 143 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1860 0 05-08 02-00 DFL 625
12 29-03-04 2534 182 05-14 02-06 DFL 715
13 33-01-14 101 271 01-10 01-08 DFL 670
Max Horiz = -22 / +365 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [33-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/394(-0.89) 10-11
Vert DL L/120 L/789(-0.44) 9-10
Vert CR L/240 L/263(-1.33) 9-10
Horz LL 0.75in ( 0.09) @Jt12
Horz CR 1.25in ( 0.14) @Jt12
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-08-00 -1-06-00 33-05-10 15
BC 8-11-00 0 33-05-10 5
------- Web Bracing -- CLR -----------
Single: 3-11 5-12
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(02-02,00-13),
Jnt9(-00-04,-00-01), Jnt10(00-08,-01-06),
Jnt12(-02-02,-00-13)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J18
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341961
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x7
5x5 =
6x10-18
2x4
4x10
2x4
2x4
6x10
4x4 =
5x8-18
5x7
8x16
8x8 =
1-6-0
13
-
1
-
9
1-
8
-
1
3
1-
1
0
-
1
4
15
-
0
-
7
1
7-3-9
7-3-9 2
7-3-9
14-7-2 3
7-3-9
21-10-11 5
7-6-5
29-5-0 6
2-10-7
32-3-77
3-2-3
35-5-108
9
7-3-9
7-3-9
10
7-3-9
14-7-2
11
7-3-9
21-10-11
13
7-4-9
29-3-4
14
6-2-6
35-5-10
15
4
12
35-5-10
4.5/12
4.5/12
Truss Weight = 263.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 4-8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-10 5-14
2x4 DFL #2 2-11 3-13 7-15
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.97
Max CSI in BC PANEL 14 - 15 0.98
Max CSI in Web 14 - 7 0.90
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1211 5745 0.88
2- 3 1226 6419 0.97
3- 4 390 2655 0.37
4- 5 410 2566 0.32
5- 6 5584 1234 0.62
6- 7 5418 1122 0.61
7- 8 61 46 0.07
8-OH 0 12 0.00
BC OH- 9 4 0 0.00
9-10 308 697 0.22
10-11 5654 1727 0.67
11-12 6279 1594 0.71
12-13 6314 1584 0.71
13-14 2587 720 0.47
14-15 555 2867 0.98
15-OH 0 9 0.00
Web 1- 9 477 1540 0.18
1-10 5356 1030 0.47
2-10 309 902 0.11
2-11 658 111 0.12
3-11 208 12 0.08
3-13 883 3565 0.89
5-13 769 66 0.34
5-14 1646 7577 0.84
6-14 335 919 0.11
7-14 701 3288 0.90
7-15 2651 497 0.51
8-15 104 205 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
9 01-12 1629 0 05-08 01-12 DFL 625
14 29-03-04 3868 264 05-14 03-05 DFL 781
15 35-01-14 72 1081 01-10 01-08 DFL 625
Max Horiz = -22 / +386 at Joint 9
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [35-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/505(-0.69) 10-11
Vert DL L/120 L/999(-0.35) 10-11
Vert CR L/240 L/336(-1.04) 10-11
Horz LL 0.75in ( 0.07) @Jt14
Horz CR 1.25in ( 0.10) @Jt14
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-05-00 -1-06-00 35-05-10 12
BC 5-05-00 0 35-05-10 7
------- Web Bracing -- CLR -----------
Single: 3-13 5-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt10(-01-03,-00-07), Jnt15(-00-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J19
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341962
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
4x7
4x12
4x5 =2x4
2x4
4x5 =
6x10
4x4 =
7x8-18 =
5x6 =
6x10-18
4x7
8x12
1-6-0
13
-
1
0
-
9
1-
8
-
1
3
1-
1
0
-
1
4
15
-
9
-
7
1
7-3-9
7-3-9
2
7-3-9
14-7-2
3
7-3-9
21-10-11
5
7-4-9
29-3-4
6
3-11-11
33-2-15
7
4-2-11
37-5-10
9
10
7-3-9
7-3-9
12
7-3-9
14-7-2
13
7-3-9
21-10-11
15
7-4-9
29-3-4
16
3-11-11
33-2-15
17
4-2-11
37-5-10
18
4 8
11 14
37-5-10
4.5/12
4.5/12
Truss Weight = 280.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-12 5-16
2x4 DFL #2 2-13 3-15 6-17
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.96
Max CSI in BC PANEL 16 - 17 0.95
Max CSI in Web 7 - 18 0.95
...Mem... Ten Comp .CSI.
TC OH- 1 69 0 0.11
1- 2 1222 5826 0.85
2- 3 1251 6587 0.96
3- 4 423 2906 0.38
4- 5 443 2816 0.42
5- 6 5294 1184 0.83
6- 7 2322 532 0.58
7- 8 16 75 0.10
8- 9 63 57 0.09
9-OH 0 12 0.00
BC OH-10 4 0 0.00
10-11 289 729 0.18
11-12 323 719 0.22
12-13 5735 1771 0.67
13-14 6460 1651 0.72
14-15 6481 1634 0.71
15-16 2843 764 0.51
16-17 1041 5312 0.95
17-18 472 2327 0.14
18-OH 0 9 0.00
Web 1-10 479 1555 0.19
1-12 5433 1041 0.47
2-12 311 918 0.11
2-13 741 77 0.14
3-13 201 24 0.08
3-15 875 3486 0.87
5-15 740 59 0.32
5-16 1633 7546 0.83
6-16 481 1741 0.21
6-17 2749 596 0.52
7-17 286 1022 0.12
7-18 2167 423 0.95
9-18 113 216 0.05
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
10 01-12 1644 0 05-08 01-12 DFL 625
16 29-03-04 3543 243 05-14 03-09 DFL 667
18 37-01-14 37 602 01-10 01-08 DFL 625
Max Horiz = -22 / +407 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [37-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/493(-0.71) 12-13
Vert DL L/120 L/984(-0.36) 12-13
Vert CR L/240 L/328(-1.06) 12-13
Horz LL 0.75in ( 0.07) @Jt16
Horz CR 1.25in ( 0.10) @Jt16
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-04-00 -1-06-00 37-05-10 13
BC 3-10-00 0 37-05-10 11
------- Web Bracing -- CLR -----------
Single: 3-15 5-16
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt7(02-02,00-13), Jnt12(-01-03,-00-07),
Jnt14(-00-04,00-11),
Jnt16(-01-03,-00-07), Jnt18(-02-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J20
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341963
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18=
4x4 =
4x64x12
5x7
1.5x4
6x10
5x8-18
4x4 =
5x12 2-
1
9-
2
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
11
-
3
-
9
1
8-4-3
8-4-3
2
8-4-3
16-8-6
4
8-9-11
25-6-1
5
6
8-4-3
8-4-3
7
8-4-3
16-8-6
9
8-4-3
25-0-9
10
5-8
25-6-1
3
8
25-6-1
4.5/12
4.5/12
Truss Weight = 187.5 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-7 4-10
2x4 DFL #2 2-9
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 1 - 2 1.00
Max CSI in BC PANEL 8 - 9 0.77
Max CSI in Web 4 - 10 0.77
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1517 6660 1.00
2- 3 1494 6827 0.84
3- 4 1496 6551 0.66
4- 5 106 792 0.41
BC OH- 6 4 0 0.00
6- 7 223 516 0.30
7- 8 6509 1871 0.68
8- 9 6561 1867 0.77
9-10 6719 1792 0.72
Web 1- 6 424 1433 0.17
1- 7 6241 1358 0.55
2- 7 353 903 0.11
2- 9 441 326 0.10
4- 9 323 0 0.13
4-10 1514 5773 0.77
5-10 334 347 0.10
BBK 5-10 401 1478 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 01-12 1535 89 05-08 01-10 DFL 625
10 25-05-05 1516 112 01-08 HGR DFL 1750
Max Horiz = -30 / +266 at Joint 6
Max Horiz = -30 / +266 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [25-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/462(-0.66) 7- 9
Vert DL L/120 L/904(-0.34) 7- 9
Vert CR L/240 L/305(-0.99) 7- 9
Horz LL 0.75in ( 0.08) @Jt 5
Horz CR 1.25in ( 0.12) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-11-00 0 25-06-01 10
BC 8-11-00 0 25-00-09 3
------- Web Bracing -- CLR -----------
Single: 2- 9 4-10
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt4(02-02,00-13),
Jnt5(01-08,00-09), Jnt7(-01-03,-00-07),
Jnt10(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J21
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341964
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x8-18
4x6
4x4 =
4x8
6x10
5x7
1.5x4
6x10
7x8-18 =
4x6
4x4 =
4x12 2-
1
9-
1
1
-
1
0
1-
8
-
1
3
1-
1
0
-
1
4
12
-
0
-
9
1
6-9-2
6-9-2 2
6-9-2
13-6-5 3
7-1-4
20-7-9 5
6-10-8
27-6-1 6
7
6-9-2
6-9-2
8
6-9-2
13-6-5
10
6-9-2
20-3-7
11
6-9-2
27-0-9
12
5-8
27-6-1
4
9
27-6-1
4.5/12
4.5/12
Truss Weight = 200.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-8 5-12
BB 2x6 DFL 1800/1.8
Member Forces Summary
Max CSI in TC PANEL 2 - 3 1.00
Max CSI in BC PANEL 10 - 11 0.90
Max CSI in Web 2 - 10 0.80
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1493 6408 0.71
2- 3 1768 8362 1.00
3- 4 1460 6636 0.76
4- 5 1478 6537 0.77
5- 6 93 688 0.23
BC OH- 7 4 0 0.00
7- 8 233 546 0.23
8- 9 6304 1896 0.74
9-10 6320 1877 0.74
10-11 8264 2054 0.90
11-12 6491 1739 0.63
Web 1- 7 441 1571 0.19
1- 8 5980 1344 0.52
2- 8 384 1119 0.13
2-10 1827 328 0.80
3-10 150 291 0.04
3-11 535 1620 0.40
5-11 494 19 0.22
5-12 1479 5588 0.51
6-12 188 129 0.06
BBK 6-12 433 1543 0.05
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
7 01-12 1655 97 05-08 01-12 DFL 625
12 27-05-05 1636 120 01-08 HGR DFL 1750
Max Horiz = -30 / +287 at Joint 7
Max Horiz = -30 / +287 at Joint 12
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [27-06-01] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/434(-0.75) 8-10
Vert DL L/120 L/868(-0.38) 10-11
Vert CR L/240 L/289(-1.13) 10-11
Horz LL 0.75in ( 0.10) @Jt 6
Horz CR 1.25in ( 0.15) @Jt 6
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-11-00 0 27-06-01 11
BC 9-07-00 0 27-00-09 4
------- Web Bracing -- CLR -----------
Single: 3-11 5-12
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(00-08,00-03),
Jnt6(01-08,00-09), Jnt8(-01-03,-00-07),
Jnt9(-00-04,00-11), Jnt12(02-07,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J22
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341965
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x8-18
5x5 =
4x4 =
5x5 =5x5 =
5x10
1.5x3
1.5x4
7x8-18 =
5x8-18
5x5 =
4x4 =
5x5 =
5x8-18
10
-
1
0
-
9
1-
8
-
1
3
1-
1
0
-
1
4
12
-
9
-
7
1
5-10-5
5-10-5 2
5-10-5
11-8-10 3
5-10-5
17-7-0 4
5-10-5
23-5-5 6
6-0-5
29-5-10 7
8
5-10-5
5-10-5
9
5-10-5
11-8-10
11
5-10-5
17-7-0
12
5-10-5
23-5-5
13
5-9-8
29-2-13
2-13
29-5-10
14
5
10
29-5-10
4.5/12
4.5/12
Truss Weight = 210.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 6-14
2x4 DFL #2 2-11
Member Forces Summary
Max CSI in TC PANEL 3 - 4 1.00
Max CSI in BC PANEL 11 - 12 0.96
Max CSI in Web 4 - 13 0.52
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1451 6157 0.54
2- 3 1943 9022 0.93
3- 4 1845 8988 1.00
4- 5 1366 6174 0.46
5- 6 1386 6137 0.56
6- 7 88 111 0.20
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 244 576 0.17
9-10 6072 1895 0.69
10-11 6078 1874 0.68
11-12 8926 2248 0.96
12-13 8915 2162 0.93
13-14 6112 1617 0.58
14-OH 0 9 0.00
Web 1- 8 457 1680 0.20
1- 9 5726 1308 0.50
2- 9 408 1283 0.15
2-11 2682 481 0.51
3-11 188 549 0.06
3-12 328 345 0.22
4-12 217 0 0.09
4-13 673 2643 0.52
6-13 760 84 0.33
6-14 1501 5744 0.47
7-14 155 284 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1757 0 01-08 HGR DFL 625
14 29-01-14 1778 123 05-14 01-14 DFL 625
Max Horiz = -30 / +308 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [29-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/393(-0.88) 11-12
Vert DL L/120 L/778(-0.45) 11-12
Vert CR L/240 L/261(-1.33) 11-12
Horz LL 0.75in ( 0.11) @Jt14
Horz CR 1.25in ( 0.16) @Jt14
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-09-00 0 29-05-10 12
BC 7-10-00 0 29-05-10 5
------- Web Bracing -- CLR -----------
Single: 4-13 6-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt6(01-03,00-07),
Jnt9(-00-04,-00-01), Jnt14(-00-08,0)
EngDrwg: 2021r5RGT_Eng
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J23
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341966
TID:199573
Date:08 / 08 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18=
4x4 =
4x6
5x7
4x12
2x4
2x4
2x4
7x8-18 =
7x8-18 =4x4 =
4x6
4x12
2x4
11
-
7
-
9
1-
8
-
1
3
1-
1
0
-
1
4
13
-
6
-
7
1
7-2-12
7-2-12
2
7-2-12
14-5-9
3
7-2-12
21-8-5
5
7-3-12
29-0-1
6
2-5-9
31-5-10
7
8
7-2-12
7-2-12
9
7-2-12
14-5-9
11
7-2-12
21-8-5
12
7-3-12
29-0-1
13
2-5-9
31-5-10
14
4
10
31-5-10
4.5/12
4.5/12
Truss Weight = 222.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 10-14
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 5-13
2x4 DFL #2 2-11 3-12
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 9 - 10 0.78
Max CSI in Web 3 - 12 0.63
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1563 6833 0.77
2- 3 1786 8670 0.98
3- 4 1125 5962 0.69
4- 5 1137 5815 0.65
5- 6 107 146 0.60
6- 7 41 213 0.59
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 265 610 0.23
9-10 6730 2027 0.78
10-11 6742 2004 0.51
11-12 8557 2086 0.65
12-13 5924 1407 0.68
13-14 44 167 0.57
14-OH 0 9 0.00
Web 1- 8 446 1587 0.19
1- 9 6390 1408 0.56
2- 9 385 1114 0.13
2-11 1723 221 0.33
3-11 109 197 0.05
3-12 722 2565 0.63
5-12 456 8 0.20
5-13 1277 5490 0.60
6-13 432 1085 0.13
7-14 354 80 0.15
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1678 0 01-08 HGR DFL 625
13 29-00-01 2879 204 05-14 02-11 DFL 715
14 31-01-14 59 781 01-10 01-08 DFL 670
Max Horiz = -30 / +329 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [31-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/411(-0.84) 9-11
Vert DL L/120 L/822(-0.42) 11-12
Vert CR L/240 L/274(-1.26) 11-12
Horz LL 0.75in ( 0.09) @Jt13
Horz CR 1.25in ( 0.13) @Jt13
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-09-00 0 31-05-10 13
BC 8-04-00 0 31-05-10 5
------- Web Bracing -- CLR -----------
Single: 3-12 5-13
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(02-02,00-13),
Jnt9(-00-04,-00-01), Jnt10(-00-04,00-11),
Jnt13(-02-02,-00-13)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J24
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341967
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
7x8-18 =
4x4 =
4x6
5x7
4x12
2x4
2x4
2x4
7x8-18 =
4x4 =
6x16-18S5
4x6
6x10
2x4
12
-
4
-
9
1-
8
-
1
3
1-
1
0
-
1
4
14
-
3
-
7
1
7-2-12
7-2-12 2
7-2-12
14-5-9 3
7-2-12
21-8-5 5
7-3-12
29-0-1 6
4-5-9
33-5-10 7
8
7-2-12
7-2-12
9
7-2-12
14-5-9
10
7-2-12
21-8-5
12
7-3-12
29-0-1
13
4-5-9
33-5-10
14
4
11
33-5-10
4.5/12
4.5/12
Truss Weight = 235.7 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-9 5-13
2x4 DFL #2 2-10 3-12
Member Forces Summary
Max CSI in TC PANEL 2 - 3 1.00
Max CSI in BC PANEL 11 - 12 0.97
Max CSI in Web 3 - 12 0.61
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1562 6871 0.78
2- 3 1786 8748 1.00
3- 4 1133 6119 0.71
4- 5 1146 5972 0.68
5- 6 114 195 0.57
6- 7 41 161 0.56
7-OH 0 12 0.00
BC OH- 8 4 0 0.00
8- 9 280 643 0.24
9-10 6781 2060 0.78
10-11 8602 2119 0.95
11-12 8636 2109 0.97
12-13 6070 1381 0.90
13-14 32 81 0.57
14-OH 0 9 0.00
Web 1- 8 445 1594 0.19
1- 9 6427 1407 0.56
2- 9 386 1124 0.13
2-10 1759 199 0.33
3-10 105 208 0.04
3-12 714 2489 0.61
5-12 478 15 0.21
5-13 1285 5649 0.61
6-13 387 933 0.12
7-14 125 154 0.05
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
8 01-12 1686 0 01-08 HGR DFL 625
13 29-00-01 2480 179 05-14 02-08 DFL 667
14 33-01-14 128 226 01-10 01-08 DFL 625
Max Horiz = -30 / +350 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [33-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/393(-0.88) 9-10
Vert DL L/120 L/786(-0.44) 10-12
Vert CR L/240 L/262(-1.32) 10-12
Horz LL 0.75in ( 0.10) @Jt13
Horz CR 1.25in ( 0.14) @Jt13
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-09-00 0 33-05-10 13
BC 8-11-00 0 33-05-10 5
------- Web Bracing -- CLR -----------
Single: 3-12 5-13
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt5(02-02,00-13),
Jnt9(-00-04,-00-01), Jnt11(-00-01,00-04),
Jnt13(-01-03,-00-07)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J25
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341968
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
2x4
4x10
2x4
2x4
5x10
4x4 =
5x8-18
5x6 =
8x12
8x8 =
13
-
1
-
9
1-
8
-
1
3
1-
1
0
-
1
4
15
-
0
-
7
1
7-2-13
7-2-13 2
7-2-13
14-5-9 3
7-2-13
21-8-6 5
7-3-12
29-0-2 6
3-1-4
32-1-67
3-4-4
35-5-108
9
7-2-13
7-2-13
10
7-2-13
14-5-9
11
7-2-13
21-8-6
13
7-3-12
29-0-2
14
6-5-8
35-5-10
15
4
12
35-5-10
4.5/12
4.5/12
Truss Weight = 255.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
2x6 DFL 2400/2.0 4-8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-10 5-14
2x4 DFL #2 2-11 3-13 7-15
Member Forces Summary
Max CSI in TC PANEL 2 - 3 1.00
Max CSI in BC PANEL 14 - 15 0.97
Max CSI in Web 14 - 7 0.91
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1308 5672 0.91
2- 3 1276 6340 1.00
3- 4 402 2647 0.42
4- 5 415 2500 0.28
5- 6 5452 1261 0.62
6- 7 5296 1151 0.61
7- 8 61 48 0.07
8-OH 0 12 0.00
BC OH- 9 4 0 0.00
9-10 296 675 0.22
10-11 5584 1839 0.65
11-12 6202 1644 0.69
12-13 6237 1634 0.69
13-14 2580 719 0.46
14-15 563 2788 0.97
15-OH 0 9 0.00
Web 1- 9 397 1367 0.16
1-10 5288 1166 0.46
2-10 339 900 0.11
2-11 610 118 0.11
3-11 208 4 0.08
3-13 923 3498 0.86
5-13 761 77 0.33
5-14 1677 7444 0.81
6-14 325 895 0.11
7-14 701 3199 0.91
7-15 2572 502 0.49
8-15 106 207 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
9 01-12 1456 0 01-08 HGR DFL 625
14 29-00-02 3769 257 05-14 03-03 DFL 781
15 35-01-14 65 969 01-10 01-08 DFL 625
Max Horiz = -30 / +370 at Joint 9
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [35-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/516(-0.67) 10-11
Vert DL L/120 L/999(-0.34) 10-11
Vert CR L/240 L/343(-1.01) 10-11
Horz LL 0.75in ( 0.06) @Jt14
Horz CR 1.25in ( 0.10) @Jt14
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-06-00 0 35-05-10 11
BC 5-06-00 0 35-05-10 7
------- Web Bracing -- CLR -----------
Single: 3-13 5-14
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt10(-01-03,-00-07), Jnt15(-00-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: J26
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341969
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
5x10
4x4 =
5x6 =
5x5 =
6x10-18
4x7
4x10
4x5 =
2x4
2x4
4x5 =
6x10
4x4 =
5x8-18
5x6 =
6x10-18
4x7
8x10
13
-
1
0
-
9
1-
8
-
1
3
1-
1
0
-
1
4
15
-
9
-
7
1
7-2-12
7-2-12
2
7-2-12
14-5-9
3
7-2-12
21-8-5
5
7-3-12
29-0-1
6
4-1-5
33-1-6
7
4-4-4
37-5-10
9
10
7-2-12
7-2-12
12
7-2-12
14-5-9
13
7-2-12
21-8-5
15
7-3-12
29-0-1
16
4-1-5
33-1-6
17
4-4-4
37-5-10
18
4 8
11 14
37-5-10
4.5/12
4.5/12
Truss Weight = 273.9 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x6 DFL 1800/1.8
BC 2x6 DFL 1800/1.8
Webs 2x4 DFL Standard
2x6 DFL 1800/1.8 1-12 5-16
2x4 DFL #2 2-13 3-15 6-17
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.98
Max CSI in BC PANEL 16 - 17 0.96
Max CSI in Web 7 - 18 0.90
...Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 1319 5751 0.88
2- 3 1301 6502 0.98
3- 4 436 2894 0.43
4- 5 449 2747 0.38
5- 6 5153 1206 0.81
6- 7 2200 536 0.56
7- 8 14 78 0.11
8- 9 64 60 0.12
9-OH 0 12 0.00
BC OH-10 4 0 0.00
10-11 278 708 0.18
11-12 311 698 0.22
12-13 5663 1884 0.66
13-14 6377 1702 0.72
14-15 6397 1683 0.70
15-16 2831 760 0.51
16-17 1059 5169 0.96
17-18 472 2199 0.15
18-OH 0 9 0.00
Web 1-10 400 1382 0.17
1-12 5363 1176 0.47
2-12 341 916 0.11
2-13 688 85 0.13
3-13 200 15 0.08
3-15 914 3416 0.84
5-15 732 68 0.32
5-16 1658 7401 0.81
6-16 471 1699 0.20
6-17 2737 601 0.52
7-17 283 980 0.12
7-18 2047 423 0.90
9-18 116 219 0.05
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
10 01-12 1471 0 01-08 HGR DFL 625
16 29-00-01 3479 239 05-14 03-08 DFL 667
18 37-01-14 58 551 01-10 01-08 DFL 625
Max Horiz = -30 / +391 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [37-05-10] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/505(-0.69) 12-13
Vert DL L/120 L/999(-0.34) 12-13
Vert CR L/240 L/336(-1.03) 12-13
Horz LL 0.75in ( 0.07) @Jt16
Horz CR 1.25in ( 0.10) @Jt16
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-05-00 0 37-05-10 12
BC 3-11-00 0 37-05-10 11
------- Web Bracing -- CLR -----------
Single: 3-15 5-16
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(01-08,0), Jnt5(01-03,00-07),
Jnt7(01-03,00-07), Jnt12(-01-03,-00-07),
Jnt16(-01-03,-00-07), Jnt18(-01-08,0)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 105 Truss: PB1
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341970
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =
1.5x3
3x4=
1.5x3
3x4 =
1.5x3
1.5x3 1.5x3 3x3 =1.5x3
1.5x3 1.5x3
1-
9
-
8 1-9
-
8
3-
3
-
9
15
1-6-15
1-6-15
1
3-2-9
4-9-8
2
4-0-0
8-9-8
3
4-0-0
12-9-8
4
3-2-9
16-0-1
5
1-6-15
17-7-0
1-6-15
1-6-15
1
3-2-9
4-9-8
7
4-0-0
8-9-8
10
2-11-15
11-9-7
12
1-0-1
12-9-8
13
3-2-9
16-0-1
5
1-6-15
17-7-0
6 8 9 11 14
17-7-0
4.5/12 -4.5/12
Truss Weight = 60.3 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.15 1.60 1.15
Total 36.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 0.6
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.28
Max CSI in BC PANEL 1 - 6 0.10
Max CSI in Web 7 - 2 0.07
...Mem... Ten Comp .CSI.
TC 1- 2 108 37 0.28
2- 3 90 101 0.27
3- 4 89 102 0.27
4- 5 106 38 0.27
BC 1- 6 70 27 0.10
5-14 71 29 0.10
6- 7 70 27 0.08
7- 9 70 27 0.02
9-10 70 27 0.01
10-11 71 29 0.00
11-12 71 29 0.02
12-13 71 29 0.02
13-14 71 29 0.08
Web 2- 7 224 597 0.07
3-15 103 372 0.07
4-13 224 597 0.07
10-15 102 371 0.07
12-15 16 18 0.00
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
7 4-09-08 560 74 17-07-00
13 12-09-08 543 73 17-07-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 39 6 17-07-00 (reduced)
Max Horiz = -54 / +54 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [8-09-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 6
Vert DL L/120 L/999(-0.00) 1- 6
Vert CR L/240 L/999(-0.01) 1- 6
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @Jt 1
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-11-00 00-11 14-01-02 4
TC 2-00-00 14-01-02 29-02-14 2
BC 7-06-00 1-02-10 16-04-06 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: PB2
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341971
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =
1.5x3
3x4=
1.5x3
3x4 =
1.5x3 1.5x3 1.5x3
2-
5
-
1
1
1-6-15
1-6-15
1
3-0-4
4-7-3
2
2-0-0
6-7-3
3
2-0-0
8-7-3
4
3-0-4
11-7-7
5
1-6-14
13-2-5
1-6-15
1-6-15
1
3-0-4
4-7-3
7
2-0-0
6-7-3
8
2-0-0
8-7-3
9
3-0-4
11-7-7
5
1-6-14
13-2-5
6 10
13-2-5
4.5/12 -4.5/12
Truss Weight = 38.4 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.15 1.60 1.15
Total 36.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 0.6
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.14
Max CSI in BC PANEL 1 - 6 0.10
Max CSI in Web 7 - 2 0.05
...Mem... Ten Comp .CSI.
TC 1- 2 135 40 0.14
2- 3 83 50 0.13
3- 4 83 50 0.13
4- 5 135 40 0.14
BC 1- 6 68 57 0.10
5-10 68 57 0.10
6- 7 68 57 0.08
7- 8 68 57 0.01
8- 9 68 57 0.01
9-10 68 57 0.08
Web 2- 7 154 411 0.05
3- 8 52 188 0.02
4- 9 154 411 0.05
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 101 14 13-02-05
Max Horiz = -37 / +37 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-07-03] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 10- 5
Vert DL L/120 L/999(-0.00) 10- 5
Vert CR L/240 L/999(-0.01) 10- 5
Horz LL 0.75in ( 0.00) @Jt 5
Horz CR 1.25in ( 0.00) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-07-00 00-11 13-01-11 4
TC 2-00-00 14-01-02 29-02-14 0
BC 5-04-00 1-02-10 11-11-12 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 2 Truss: PB3
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341972
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
3x4 =
1.5x3
3x4=
1.5x3
3x4 =
1.5x3 1.5x3 1.5x3
2-
5
-
1
1
1-6-15
1-6-15
1
3-0-4
4-7-3
2
2-0-0
6-7-3
3
2-0-0
8-7-3
4
3-0-4
11-7-7
5
1-6-14
13-2-5
1-6-15
1-6-15
1
3-0-4
4-7-3
7
2-0-0
6-7-3
8
2-0-0
8-7-3
9
3-0-4
11-7-7
5
1-6-14
13-2-5
6 10
13-2-5
2-Ply
4.5/12 -4.5/12
Truss Weight = 76.8 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.15 1.60 1.15
Total 36.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 0.6
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.07
Max CSI in BC PANEL 1 - 6 0.05
Max CSI in Web 7 - 2 0.02
...Mem... Ten Comp .CSI.
TC 1- 2 135 40 0.07
2- 3 83 50 0.06
3- 4 83 50 0.06
4- 5 135 40 0.07
BC 1- 6 68 57 0.05
5-10 68 57 0.05
6- 7 68 57 0.04
7- 8 68 57 0.01
8- 9 68 57 0.01
9-10 68 57 0.04
Web 2- 7 154 411 0.02
3- 8 52 188 0.01
4- 9 154 411 0.02
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 101 14 13-02-05
Max Horiz = -37 / +37 at Joint 8
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-07-03] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 10- 5
Vert DL L/120 L/999(-0.00) 10- 5
Vert CR L/240 L/999(-0.00) 10- 5
Horz LL 0.75in ( 0.00) @Jt 5
Horz CR 1.25in ( 0.00) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-07-00 00-11 13-01-11 4
BC 5-04-00 1-02-10 11-11-12 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: PB4
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341973
TID:199573
Date:08 / 07 / 23
Page:1 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
4x4 =
3x10
6x12
3x10
4x4 =
3x5 1.5x3 3x5
3-
3
-
9
2-11-6
2-11-6
1
2-11-11
5-11-0
2
2-10-8
8-9-8
3
2-10-8
11-8-0
4
2-11-11
14-7-11
5
2-11-6
17-7-0
2-11-6
2-11-6
1
2-11-11
5-11-0
7
2-10-8
8-9-8
9
2-10-8
11-8-0
11
2-11-11
14-7-11
5
2-11-6
17-7-0
6 8 10 12
17-7-0
4-Ply
4.5/12 -4.5/12
Truss Weight = 359.5 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.15 1.60 1.15
Total 36.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 4
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
Lu(max) = 20-00-00
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 263.4 ft B = 132.8 ft
M.R.H(h) = 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 0.6
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 8-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x10 DFL SS
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.02
Max CSI in BC PANEL 1 - 6 0.01
Max CSI in Web 7 - 2 0.59
...Mem... Ten Comp .CSI.
TC 1- 2 155 103 0.02
2- 3 93 137 0.02
3- 4 93 137 0.02
4- 5 103 147 0.02
BC 1- 6 52 61 0.01
5-12 52 61 0.01
6- 7 52 61 0.00
7- 8 52 61 0.00
8- 9 52 61 0.00
9-10 52 61 0.00
10-11 52 61 0.00
11-12 52 61 0.01
Web 2- 7 7527 3855 0.59
3- 9 157 203 0.01
4-11 2966 8144 0.23
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
6 3-07-04 117 184 17-07-00
7 5-11-00 3849 7506 17-07-00
9 8-09-08 206 154 17-07-00
11 11-08-00 8128 2956 17-07-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 1 0 17-07-00 (reduced)
Max Horiz = -48 / +48 at Joint 9
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [8-09-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
(User-created load combinations exist on this truss.)
4-PLY TRUSS Fastener Spacing
Fasten through all plys as follows (rows staggered):
TC 2x10, 3-row(s) of Simpson SDS25600 Screws @ 24.0" o.c.**
BC 2x4, 1-row(s) of Simpson SDS25600 Screws @ 24.0" o.c.
WB 2x4, 1-row(s) of Simpson SDS25600 Screws @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
TC:5-11-00, 3, TC:5-11-00, 4, TC:5-11-00, 2
TC:5-11-00, 8, TC:11-08-00, 3, TC:11-08-00, 6
TC:11-08-00, 2, TC:11-08-00, 1, TC:11-08-00, 9
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 12- 5
Vert DL L/120 L/999(-0.00) 12- 5
Vert CR L/240 L/999(-0.00) 12- 5
Horz LL 0.75in ( 0.00) @Jt 5
Horz CR 1.25in ( 0.00) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-07-00 00-11 17-06-05 5
BC 6-02-00 2-07-00 15-00-00 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-02), Jnt2(0,02-07),
Jnt4(0,02-07), Jnt5(0,00-02),
Jnt7(0,-00-09), Jnt11(0,-00-09)
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 1 Truss: PB4
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341973
TID:199573
Date:08 / 07 / 23
Page:2 of 2
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Loadcase -- 99000 Load Case 3 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 8-09-08 0 3-03-09
Bottom Dead BCDL Vert 2.00 2.00 0 17-07-00 0 0
Top Dead TCDL Vert 20.00 20.00 8-09-08 17-07-00 3-03-09 0
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live User-Defined @ 90 Deg Vert 4000 5-11-00 1-09-11 1250.0 12.5
Top Live User-Defined @ 90 Deg Vert 4000 11-08-00 1-09-11 1250.0 12.5
Loadcase -- 99005 Load Case 4 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 8-09-08 0 3-03-09
Bottom Dead BCDL Vert 2.00 2.00 0 17-07-00 0 0
Top Dead TCDL Vert 20.00 20.00 8-09-08 17-07-00 3-03-09 0
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -5200 5-11-00 1-09-11 -1625.0 12.5
Top Live Steeple @ 90 Deg Vert 6000 11-08-00 1-09-11 1875.0 12.5
Loadcase -- 99006 Load Case 5 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 8-09-08 0 3-03-09
Bottom Dead BCDL Vert 2.00 2.00 0 17-07-00 0 0
Top Dead TCDL Vert 20.00 20.00 8-09-08 17-07-00 3-03-09 0
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -3200 5-11-00 1-09-11 -1000.0 12.5
Top Live Steeple @ 90 Deg Vert -3200 11-08-00 1-09-11 -1000.0 12.5
Loadcase -- 99007 Load Case 6 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 8-09-08 0 3-03-09
Bottom Dead BCDL Vert 2.00 2.00 0 17-07-00 0 0
Top Dead TCDL Vert 20.00 20.00 8-09-08 17-07-00 3-03-09 0
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live Steeple @ 90 Deg Vert -8000 5-11-00 1-09-11 -2500.0 12.5
Top Live Steeple @ 90 Deg Vert -2500 11-08-00 1-09-11 -781.3 12.5
Loadcase -- 99008 Load Case 7 Dur Factors: 1.60 1.60
Domain Type ------------Name------------ Dir plf-beg plf-end -x-beg-- -x-end-- -y-beg-- -y-end--
Top Dead TCDL Vert 20.00 20.00 0 8-09-08 0 3-03-09
Bottom Dead BCDL Vert 2.00 2.00 0 17-07-00 0 0
Top Dead TCDL Vert 20.00 20.00 8-09-08 17-07-00 3-03-09 0
Domain Type ------------Name------------ Dir Lbs -x-loc-- -y-loc-- EQ plf sum DL plf
Top Live User-Defined @ 90 Deg Vert -2000 5-11-00 1-09-11 -625.0 12.5
Top Live User-Defined @ 90 Deg Vert 8500 11-08-00 1-09-11 2656.3 12.5
EngDrwg: 2021r5RGT_PS
2305309HWC - Rexburg 10-Ward LDS Chapel Qty: 16 Truss: TR 9
Customer: Headwaters Construction Co
Truss Mfr. Contact: Michael Jackson
SID:0002341974
TID:199573
Date:08 / 07 / 23
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2023.1.0.84
Typical plate: 1.5x3
3x7
3x4 =3x4 =
1x3
1x3
1x3
1x3
2x3=
1x3
1x3
1x3
1x3
1x3
1x3
1x3
12
-
0
-
0
12
-
0
-
0
1
7-6-14
7-6-14
2
7-6-14
15-1-12
3
4
15-1-12
15-1-12
11 5 6 7 8 9 10
Truss Weight = 215.0 lb
Code/Design: IBC-2018/TPI-2014
PSF Live Dead Dur Factors
TC 25.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 45.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Roof Snow (Pf) = 40.0 psf
Risk Cat: III Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 112 mph
Risk Cat: III Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: Yes
300 lb TC Maintenance Load: Yes
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 DFL 1800/1.8
BC 2x4 DFL 1800/1.8
Webs 2x4 DFL Standard
2x4 DFL 1800/1.8 2-11 4-1
4-2
2x4 DFL #2 2-7
2x6 DFL 1800/1.8 11-3
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.89
Max CSI in BC PANEL 4 - 5 0.04
Max CSI in Web 4 - 1 0.83
...Mem... Ten Comp .CSI.
TC OH- 1 0 0 0.00
1- 2 0 162 0.89
2- 3 0 162 0.88
3-OH 0 0 0.00
BC OH- 4 0 0 0.00
4- 5 290 418 0.04
5- 6 290 418 0.04
6- 7 290 418 0.04
7- 8 290 416 0.04
8- 9 290 416 0.04
9-10 290 416 0.04
10-11 290 416 0.04
11-OH 0 0 0.00
Web 1- 4 157 295 0.83
2- 4 535 541 0.20
2-11 536 546 0.20
3-11 159 298 0.34
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
4 01-12 772 302 15-01-12
11 14-11-00 782 303 15-01-12
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
4- 11 17 0 15-01-12 (reduced)
Max Horiz = -351 / +351 at Joint 7
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-06-14] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake overhang
= 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/999(-0.00) 4- 5
Vert DL L/120 L/999(-0.00) 4- 5
Vert CR L/180 L/999(-0.00) 4- 5
Horz LL 0.75in ( 0.00) @Jt11
Horz CR 1.25in ( 0.00) @Jt11
Bracing Data Summary
------------Bracing Data------------
Chords; Sheathing required or bracing
indicated:
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 5-00-00 0 15-01-12 4
BC 7-06-00 0 15-01-12 3
------- Web Bracing -- CLR -----------
Single: 4- 1 11- 3
------- Web Bracing -- CLR -----------
Double: 4- 2 2-11
Continuous Restraint Bracing Req’d
See BCSI–B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Component Solutions™
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the
accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate.
Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to
supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design.
Date:Rev: 1 Pg. 1 of 1
PLY-TO-PLY CLUSTER FASTENING MINIMUM SPACING
REQUIREMENTS FOR SDS SCREWS (0.25" dia.)
TD-FRM-0006B
USA
09/22/2020
2- Ply 2x Truss 3- Ply 2x Truss 4- Ply 2x Truss
Notes:
1.For additional information about fastener spacing, refer to page 44 of
C-F-2019TECHSUP, Simpson's Fastening Systems Technical Guide
Catalog, and ESR 2236.
2. Main member penetration shall be a minimum of 6D=1.45" into the
main member. See TDD for specified screw sizes.
3. All ply-to-ply connections with Simpson SDS screws are designed
assuming load is applied to the point side of the connection, U.N.O. on
the TDD.
4. U.N.O., use additional fasteners as specified on TDD within +/- 12" of
the location(s) indicated on the TDD.
This detail provides minimum spacing requirements for SDS screws specified for ply-to-ply cluster fastening on the Truss Design Drawing (TDD).
The total number of SDS screws required for any fastener cluster shall be as specified on the TDD. SDS fasteners placed in a fastener cluster
shall be spaced according to Table 1 and Figure 3. Cluster fasteners shall be located within 12" on both sides of the location of the point load or
hanger as shown in Figure 1.
He
a
d
s
i
d
e
Po
i
n
t
s
i
d
e
He
a
d
s
i
d
e
Po
i
n
t
s
i
d
e
He
a
d
s
i
d
e
Po
i
n
t
s
i
d
e
Table 1. Minimum spacing requirement of SDS screws
Minimum end distance
Minimum fastener spacing
requirement
Minimum dimensions (inches)
DF, SP, SPF, HF
4
Minimum edge distance 1 1/2
Minimum spacing between staggered rows 1 1/2
Minimum spacing between non-staggered
rows (perpendicular to grain)3
Minimum spacing between fasteners
(parallel to grain)3 Figure 3. Spacing requirements for SDS screws
4" min.
end distance
3" min.
between
non-staggered
rows
3" min.
between fasteners
1 1/2" Min.
edge distance 1 1/2" min.
stagger row
1 1/2" min. between
staggered row
1 1/2" min.
stagger row
Figure 2. Load Applied to Outside Multi-Ply 2x Member
Loaded on Point Side
(three-ply assembly shown -
other configurations similar)
Load
Loaded on Head Side
(three-ply assembly shown -
other configurations similar)
Load
Multi-ply member
SDS screws - See
fastener schedule
on TDD for total
number of cluster
fasteners required.
Simpson Hanger
(HUS shown)
Figure 1. Maximum Fastener spacing from Point Load
12" max.
1 1/2" min.CL
Install half the total number of cluster fasteners specified on the
TDD on each side of the point load location as shown.
Component Solutions™
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the
accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate.
Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to
supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design.
15-5-12
14-0-12
12-3-8
DIAGONAL
BRACING
@ MID-SPAN 2
DIAGONAL
BRACING
@ 1/3 POINTS 2
MAXIMUM STUD LENGTH 3
WITHOUT
BRACE
Date:Rev:Pg. 1 of 1
GABLE STUD BRACING DETAIL - 90 MPH (NOMINAL),
115 MPH (ULTIMATE)
TD-GBL-0002B
05/12/2014 B
DETAIL LIMITATIONS:
Max. Mean Roof Height: 30'
Category: II
Exposure: B or C
Load Duration Factor: 1.6
Wind Speed: 90 mph Nominal
Wind Speed Equivalent Nail Dimension
16d = 3.5" x 0.162"
10d = 3" x 0.148"
8d = 2.5" x 0.131"
Nominal
90 mph
(Ultimate)
(115 mph)
NOTES:
1. This detail provides bracing/reinforcement options for the gable studs to
resist the out-of-plane wind loading. Refer to the individual truss design
drawing for bracing/reinforcement requirements for resisting the vertical
(in-plane) loads assumed in the design of the gable end frame.
Additional bracing/reinforcement at the end of the building and/or at the
gable end wall may be required. Refer to the Building
Designer/Construction Documents for all gable end frame and roof
system bracing requirements. For additional information, see BCSI-B3.
2. This detail does not apply to structural gables.
3. Connection requirements between the gable end frame and the wall to
be specified by the Building Designer.
4. The gable end frame must match the profile of the adjacent trusses. Do
not use a gable end frame with a flat bottom chord next to trusses with
sloped bottom chords, such as scissor or vaulted trusses.GABLE END WITH STUD BRACING/REINFORCEMENT
A
A
Diagonal Bracing
@ 4'-0" O.C. Max.Gable Stud Bracing
(24" O.C. Max)
B B C C
*Diagonal braces not
shown for clarity. See
Section A-A.
1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable
stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c.
2. Attach horizontal reinforcing member at mid-span (or 1/3 points as required) of the longest stud and install
diagonal bracing @ 4' o.c. (max) as shown in Section A-A.
3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind
design parameters listed in the detail limitations. Gable stud deflection criteria is L/240.
SECTION B-B SECTION C-C
GABLE
STUD
10d nails
@ 6" o.c.
L-REINF.
GABLE
STUD SCAB
REINF.
10d nails
@ 6" o.c.
NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace
attached to one narrow edge. Diagonal braces over
12'-6" require 2x4s attached on both narrow edges. The
braces must cover 90% of the diagonal brace and shall
be fastened to the narrow edge with 10d nails at 6" o.c.
(min. 3" end distance). When attached on both narrow
edges, stagger the nails on each side by 3".
Min. 2x6
Min. 2x4
Fasten L-reinforcement
members together with
16d nails @ 6" O.C.
2x6 Diagonal Brace
(Approx. 45-degrees
to roof diaphragm)
Gable Stud
Fasten diagonal
brace to gable stud
with 4-16d nails
2-10d nails into top reinf.
member (Typ. ea stud)
4-10d nails into
bottom reinf. member
(Typ. ea stud)Bracing at
1/3 points as
required
(See Table)
SECTION A-A
End Wall
Roof Sheathing
5-8d nails connecting
sheathing to
blocking (Typ.)
Min. 2x4 #2 blocking between
first 2 trusses (min) as shown.
Toe-nail blocking to trusses
with 2-10d nails at each end.
2x6 diagonal brace at 48" O.C. (max).
Attach to gable stud with 4-16d nails
and to blocking with 5-10d nails.
Horizontal L-reinforcement (located
at mid-span or 1/3-points of longest
stud as required per table.)
2-10d Toe-nails
(Typ.)
Trusses @ 24"
O.C. Max.
MINIMUM GABLE
STUD SIZE,
SPECIES & GRADE
MAX.
GABLE
STUD
SPACING
2X4 SPF STUD
or STANDARD
12" O.C.5-1-12 9-0-12
SCAB
REINFORCEMENT 1
10-3-12 10-3-12
16" O.C.4-8-4 8-3-0 9-4-8 9-4-8
24" O.C.4-1-0 7-0-0 8-2-4 8-2-4
L-
REINFORCEMENT 1
Component Solutions™
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the
accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate.
Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to
supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design.
Date:Rev:Pg. 1 of 1
INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE
06/11/2014 A
NOTES:
1. This detail provides web reinforcement options that may be used as an
alternative to continuous lateral restraint (CLR) when installing CLRs in
combination with diagonal bracing is not practical or desired.
2. Refer to the truss design drawing for web lateral restraint requirements. A
on the truss design drawing indicates that continuous lateral restraint is
required at the locations shown (either at the midpoint or 1/3-points of the web
member). Refer to the tables below for acceptable web reinforcement options
that may be used in place of one or two rows of CLR.
3. This detail may not be used to substitute CLRs for T-, L-, I- or scab
reinforcements that are specified on the truss design drawing.
4. T-, L-, I- and scab web reinforcements must be the same or better species and
grade of the web member as indicated on the truss design drawing.
5. All reinforcements must extend to within 6'' of each end of the web member.
6. This detail does not apply to single-ply webs that exceed 14' in length.
T- Reinforcement
(I-Reinforcement similar)
Add member to
both edges for
I-Reinforcement
Web
Member
(Typ.)
L- Reinforcement
Scab Reinforcement
1 Row of CLR @
Web Mid-point
2 Rows of CLRs
@ Web 1/3 points
Nail Dimension
16d = 3.5" x 0.131"
10d = 3" x 0.120"
2x4
T-L-Scab I-
Reinforcement-to-Web
Connection
Requirements
Web
Member
Size
WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES 1
Specified
Web Member
Lateral
Restraint
(CLRs)
Acceptable Web Reinforcement
Substitutions - Type & Size
1 Row @
Mid-point
2 Row @
1/3-points
2x4 2x4 2x4 2x4 ---
2x6 2x6 2x6 2x6 ---
2x8 2x8 2x8 2x8 ---16d gun nails
@ 6" on-center
2x6
2x8
No substitutions allowed
2-2x4
2-2x6
2-2x8
2x4
T-L-Scab I-
Reinforcement-to-Web
Connection
Requirements
Web
Member
Size
WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES 2
Specified
Web Member
Lateral
Restraint
(CLRs)
Acceptable Web Reinforcement
Substitutions - Type & Size
1 Row @
Mid-point
2 Row @
1/3-points
2x4 2x4 2x4 ---
2x6 2x6 2x6 ---
2x8 2x8 2x8 ---16d gun nails
@ 6" on-center
2x6
2x8
No substitutions allowed
2-2x4
2-2x6
2-2x8
---
---
---
1. The maximum allowable web length for single-ply trusses is 14'.
2. For 2-ply trusses, the reinforcement must be nailed to both plies of the web with
the nailing pattern specified in the table.
3. For the scab reinforcement, 2 rows of 10d gun nails @ 6" o.c may be used in place
of 16d gun nails for attaching the reinforcement to the web.
4. For I-reinforcement, attach each 2x_member to opposite edges of the web using
the nailing pattern specified in the table.
Component Solutions™
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the
accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate.
Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to
supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design.
Date:Rev:Pg. 1 of 1
LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR
WEB MEMBERS
05/24/2021 A
WEB MEMBERS WITH LATERAL RESTRAINT
2 rows of CLR
@ 1/3-points
1 row of CLR
@ mid-points
Note: Not all truss
members shown for clarity.
Overlap ends of CLRs at least one truss
spacing or use splice detail (see Detail 1)
Section A-A
Detail 1 - CLR Splice
Min. 2'-long 2x_ scab block
centered over the CLR
splice and web. Attach to
CLR with min. 8-10d nails
on each side of splice.
Web CLR splice
CLR
Detail 3 - Diagonal Bracing for 2 Rows of CLRs
For webs with 2 rows of CLRs, diagonal bracing shall be
installed using Option 3A or 3B. Attach diagonal braces to
each truss with min. 2-10d nails.
Option 3A
Option 3B
< 450
< 450
Detail 2 - Diagonal Bracing for 1 Row of CLRs
For webs with one row of CLRs, diagonal bracing shall be
installed using Option 2A or 2B. Attach diagonal braces to
each truss with min. 2-10d nails.
Option 2A Option 2B
<450
<450
D-WEBCLRBRACE
This detail provides information for laterally restraining and bracing
web members to prevent lateral buckling using continuous lateral
restraints (CLRs) in combination with diagonal bracing. In addition to
the CLRs indicated on the truss design drawing, diagonal bracing
must be installed as indicated in this detail and BSCI-B3. See
WEBREINFORCE for web reinforcement options that may be used as
an alternative to this detail when installing CLRs and diagonal bracing
is not practical or desired. Properly attached full-length sheathing
satisfies (may replace) any bracing requirements specified for end
vertical webs. Refer to the Construction Documents for additional
Min. 2x4x12' CLRs installed
on web members where
indicated on the truss design
drawing. Attach CLRs to each
web with min. 2-10d nails
< 20' between
diagonal braces
Install 2x4 diagonal bracing at each end
and at every 20' along the length of the
CLRs. See Diagonal Bracing Details 2 & 3.
DETAIL LIMITATIONS:
1. Restraint and Bracing Material min. 2x4 stress graded lumber.
2. This detail does not address permanent building stability bracing
to resist lateral forces acting on the building.
3. This detail shall not supersede any project-specific truss member
permanent bracing design for the roof framing structural system.
Nail Dimensions:
10d = 3" x 0.128"
4. This detail is not applicable for trusses with spacing greater than
2' o.c.
bracing requirements. For trusses with spacing greater than 2' o.c.,
refer to BCSI-B10.